1994 - a100.gov.bc.caa100.gov.bc.ca/appsdata/acat/documents/r7814/OK117_115712892… · Appreciation and thanks are acknowledged for information and assistance received from Messrs

AT OLALLA, B.C. FOR REGIONAL DISTRICT OF OKANAGAN-SIMILKAMEEN

i

Prepared for STANLEY ASSOCIATES ENGINEERING LTD.

201 - 595 K.L.O. Road KELOWNA, B.C. V lY 8E7

Prepared by PACIFIC HYDROLOGY CONSULTANTS LTD.

330 - 580 Mornby Street VANCOUVER, B.C. V6C 3B6

AUGUST 12, 1994

. ' 4

REGIONAL DISTRICT OF OKANAGAN-SIMILKAMEEN

OLALLA WATER STUDY

NOVEMBER 1994

!

Prepared by Stanley Associates Engineering Ltd.

. . Stanley Associates Engineering Ltd. Suite 201 - 595 K.L.O. Road Kelowna, B.C. V1Y 8E7 Telephone (604) 860-3225 Fax (604) 860-3367

i I

November 22, 1994 File: 91 42800

LETTER OF TRANSMITTAL

Regional District of 0 kanagan-Similkameen 101 Martin Street Penticton, B.C. V2A 5J9

Attention: Mr. D. Gold

Dear Sir:

Reference: Olalla Improvement District Water Study

We are pleased to present our DRAFT report outlining the findings of the feasibility study.

Please review the enclosed at your earliest possible convenience and i f you have any questions please contact the undersigned. We would be pleased t o meet with the Board to discuss the recommendations and incorporate their ideas in the final report.

Yours very truly,

STANLEY ASSOCIATES ENGINEERING LTD.

@Charlie W. Higgins, P.Eng. /Branch Manager

RBF/lc encl.

f

n t$ Printed on recycled paper

TABLE OF CONTENTS

Page No.

I

LETTER OF TRANSMITTAL TABLE OF CONTENTS LIST OF ABBREVIATIONS

1 .o

2.0

3.0

4.0

5.0

INTRODUCTION

1.1 BACKGROUND 1.2 REPORT FORMAT

DESIGN PARAMETERS

2.1 GENERAL 2.2 WATER DEMANDS 2.3 FIRE FLOW REQUIREMENTS 2.4 PRESSURES 2.5 HYDRAULIC DESIGN 2.6 SERVICE REQUIREMENTS

2.6.1 Existing Service Requirements 2.6.2 Future Service Requirements

ALTERNATIVE SOURCES OF SUPPLY

3.1 GENERAL 3.2 3.3 3.4

ALTERNATIVE 1 - UPGRADE EXISTING 7TH STREET WELL ALTERNATIVE 2 - UPGRADE EXISTING OLALLA CREEK SUPPLY ALTERNATIVE 3 - NEW WELL SOURCE

COST ESTIMATES AND FINANCING

4.1 OLALLA CREEK UPGRADE ALTERNATIVE 4.1.1 Cost Estimate 4.1.2 Annual Operating Costs 4.1.3 Financing

4.2.1 Cost Estimate 4.2.2 Annual Operation Costs 4.2.3 Financing 4.2.4 Summary of Cost

4.2 NEW WELL SOURCE ALTERNATIVE

CONCLUSIONS AND RECOMMENDATIONS

1-1

1-1 1-2

2-1

2-1 2-1 2-2 2-2 2-3 2-4 2-4 2-5

3-1

3-1 3-3 3-4 3-5

4-1

4-1 4-1 4-2 4-2 4-3 4-3 4 4 4 4 4-5

5-1

I

.

TABLE OF CONTENTS

Page No.

LIST OF FIGURES

FIGURE 1 FIGURE 2 FIGURE 3

TYPICAL HOURLY WATER DEMAND TYPICAL DAILY WATER DEMAND TYPICAL MONTHLY WATER DEMAND

LIST OF DRAWINGS

DRAWING 4 EXISTING SYSTEM DRAWING 5 DRAWING 6

ALTERNATIVE 2 - UPGRADING OLALLA CREEK SUPPLY ALTERNATIVE 3 - NEW WELL SOURCE

APPENDICES

APPENDIX A PACIFIC HYDROLOGY CONSULTANTS LTD.

LlST OF ABBREVlATlONS

Definition

District

u s gpm

LIS

US gal

MGD

psi

KPa

HP

TDH

F U S

RDOS

Olalla Improvement District

United States Gallons per minute

Litres per second

United States Gallons

Million United States Gallons per day

Pounds per square inch

Kilo pascals

Horsepower

Total Dynamic Head

Fire Underwriter’s Survey

Regional District of

0 kanagan-Simil kameen

REFERENCES

Water System Review - Okanagan Planning and Engineering Company, 1982.

Storage Reservoir and Dam Structure Review, Olalla - Reid Crowther, 1983.

ACKNOWLEDGEMENTS i

Appreciation and thanks are acknowledged for information and assistance received

from Messrs. Dave Gold and Roger Mayer, RDOS, Mr. Roger Houle - Chairman, and

the Board of Trustees of the Olalla Improvement District, and Mr. Ron Johnston of

the Ministry of Environment.

SYSTEM OF UNITS

As all present records and information available are prepared in imperial units, this

study has also been prepared in imperial units. Metric units are provided in brackets

after imperial units, where appropriate. All f low measurements are in US gallons.

1 .O INTRODUCTION

1.1 BACKGROUND

Stanley Associates Engineering Ltd. were retained in March, 1994 t o undertake a

Water Study for the Olalla Improvement District.

The following terms of reference were proposed and generally used for the study:

1.

2.

3..

4.

5.

6.

To examine the existing system facilities to gain a better understanding of i ts

operation and a t the same time t o access all available information.

To have a desk study of the existing hydrogeology conducted using available

information on wells in the area in order t o assess the possibility of obtaining

an alternate ground water source in the immediate vicinity of Olalla or possibly

deepening the existing well.

To prepare a plan of the existing water system from available data and send

t o the District for review and updating.

To review demands on the system and evaluate system components

necessary t o supply the maximum day and peak hour demands as well as fire

flows.

To identify upgrading requirements for the system, provide preliminary cost

estimates together with methods of financing and include in a draft report for

consideration by the Regional District and Board.

Incorporate the Regional District and Board's comment in a final report, of

which eight ( 8 ) copies will be provided.

1-1

The Olalla Improvement District operates under the jurisdiction of Municipal Affairs

and presently supplies water to & 175 users. The existing water supply system

does not comply wi th Ministry of Health standards, provides no fire protection and

is in need of upgrading. Because of the costs involved in upgrading a water system

t o Ministry of Health standards and, in order t o access funds from the Canada-British

Columbia Infrastructure Works Program which offers 2/3 funding, the Olalla

Improvement District at a special meeting held on 20 April 1994 requested the RDOS

t o make the necessary application for funding on its behalf. If, and when, the

application for funding is successful and, subject t o a referendum on the issue, the

Olalla Water System will be taken over by the RDOS.

1.2 REPORT FORMAT

The report is presented in the following sequence:

Introduction

Design Parameters

Alternative Sources of Supply

System Configurations

Cost Estimates

Recommendations and Financing

background and general information;

outline of key design parameters used in

the study;

an outline of source alternatives and

assumptions;

review of alternative community water

systems;

budgetary cost estimates of each

alternative.

summary of recommended alternative

complete with operating and capital cost

estimates.

1-2

' . . *

2.0 DESIGN PARAMETERS

2.1 GENERAL

The Olalla Improvement District currently services 175 lots with the area having

experienced some expansion over the past few years. Potential for growth is

discussed in Section 2.6.2 which can be enhanced by the establishment of a reliable

water supply.

2.2 WATER DEMANDS

The demand for water in a community varies hourly, daily, weekly, monthly and

seasonally. Typical water demands are depicted in the Figures 1 to 3 following. It

is common practice t o express these various demands as a consumption rate per

capita per day. The rate is determined by dividing the total demand from domestic,

industrial, commercial, and institutional users by the total serviced population and the

time over which the demand occurs in days.

A typical summer demand pattern for a predominantly residential community would,

for example, show increased water use during peak daylight hours due to the heavy

influence of lawn sprinkling. In comparison, typical winter peak demands are much

more dampened.

Three different periods of demand are used in the study to determine required

capacities of pumps, reservoirs and distribution mains. These are average annual,

maximum day and peak hour demands. As no information is available for Olalla,

these demands have been estimated using data available from other B.C. communities with similar climatic conditions.

For this study the following values have been used:

Maximum Day Demand

Peak Hour Demand

1.5 US gpmkonnection

2.4 US gpmkonnection

2- 1

... . . . , -. . ~. . . -.__ .... . , . . . . . . .

.

AVERAGE RATE

PEAK SUMMER DAY

AVERAGE FATE

WINTER DAY

MDNT 4 am

PEAK HOURS VOLUME

PEAK HOURS REOUIRED EA 25% MAX DA

PEAK HOURS V( % 8 am

UME

I n

NOON 4 Pm MDNT

TIME OF DAY

,

i 300000

275000

250000

225000

200000

175000

150000

125000

1

i’ /

1 1 1 100000 i ~ ~ ~ ~ ~ ~ ~ ~ l ~ ~ ~ ~ l ~ ~ ~ ~ , , , ~ ~ ~ ~ ~ ~ ~ ~ l 1 2 3 4 5 6 7 8 9 10 I 1 1 12 13 14 15 I 16 17 18 1920 21 22 23 24 2526 27 28 29 30 31

DAYS OF S U M M E R MONTH

10000

7000

6000

5000

2000

1000

I 1

MONTH

2.3 FIRE FLOW REQUIREMENTS

In addition t o meeting normal system demands, the system must be capable of

meeting possible fire demands. Required fire flows are determined using the

Canadian Fire Underwriters Survey, 1991, Water Supply for Public Fire Protection - "A Guide t o Recommended Practice". The volume of the fire stream required

depends on the size, use and construction of the buildings t o be protected and the

duration the stream must be maintained. Also the fire fighting equipment available

is considered.

For Olalla, a minimum fire f low of 500 US gpm for t w o hours duration has been

assumed. This is stated as a minimum amount in the FUS guidelines. However due

to the remote location of the district and local fire fighting capabilities, this could be

considered t o be adequate.

Hydrant spacing varies with the value and the density of the buildings being

protected. A generally accepted hydrant spacing is a maximum of 850 ft. (250 m)

and no residence should be more than 400 f t (125 m) from a hydrant. Hydrants

should be located at or near intersections and in the middle of long blocks.

2.4 PRESSURES

The service pressures of a domestic water system should normally be maintained

between 275 and 700 kPa (40-1 00 psi) though they may drop as low as 150 kPa (20

psi) during emergency conditions. In limited areas, localized pressures up t o 150 psi

could be used.

2-2

2.5 HYDRAULIC DESIGN

The supply capacity, reservoir and distribution system are usually sized based on the

following criteria:

SUDDIY:

0 Source should be capable of supplying the total annual demand.

0 Supply pumps should be capable of pumping the maximum day f low in less

than 18 hours. Although theoretically the pumps need only meet the

maximum day demand in 24 hours, increasing pump capacity t o meet the

demand in 18 hours allows a factor of safety for maintenance, emergency

demand conditions, etc. Generally, during peak hour periods of the maximum

day when demand exceeds the pumping rate, supplementary supply would

come from the balancing reservoir. The reservoir would then be refilled during

the night when demand is low. This type of operation allows more

economical pump sizing.

0 A water supply system is judged adequate if it is capable of maintaining a

minimum residual pressure of 140 kPa (20 psi) at ground level a t all points in

the system under all conditions of flow, including the fire flow.

Balancina Storaae

0 Reservoir capacity should be sufficient to store peak hour demands plus the

total fire f low requirements. The total peak hours volume in communities

generally varies between 15 and 30 percent of the total maximum day

demand, with smaller communities experiencing the greater peak volume. For

this study, a storage volume of 25 percent of the total maximum day demand

has been used.

2-3

A system is judged adequate i f sufficient water can be stored t o overcome

foreseeable interruptions in supply and restriction in supply capacity.

Distribution System

0 The distribution system should be capable of carrying the greater of maximum

day demand plus fire f low or peak hour demand without excessive line

velocities.

0 Pipe networks are considered satisfactory i f pipes are large enough for the

flows generated by demands t o pass through without excessive friction loss

being created and if they are looped so that alternate supply routes are

maintained if a section of line is taken out of service for maintenance or

repair. Valves must be provided to shut off and isolate sections of loops.

Typical piping network criteria are:

f low velocity to be less than 6 ft/sec (2.0 m/s)

minimum size main 6" (150 mm)

2.6 SERVICE REQUIREMENTS

2.6.1 Existing Service Requirements

Based on information provided by the District, 175 lots are presently serviced.

Using the aforementioned design parameters, the following summarizes f lows and

capacities required for the existing system.

design services 175 lots

maximum daily demand

total maximum day demand

peak hour demand

262 US gpm

377,000 US gallons

445 US gpm

2-4

minimum fire f low 5 0 0 US gpm (2 hrs.) Storage - peak hour 94,000 US gallons

- fire 60,000 US gallons

Total Storage required 154,000 US gallons

Year 1966 1971 1976 1981 1986

Population 80 144 108 327 27 1

2.6.2 Future Service Requirements

1991

443

Population figures obtained from the Regional District for Olalla are listed below:

From 1986 t o 1991 there has been approximately 1 0 % per year growth and 3.1 %

growth for the period 1981 t o 199 1. This is greater than the annual growth rate of

2.3% per year (1966 t o 1993) for the Electoral Area G.

For the purposes of this study, it is assumed that the growth rate of 3.1 % p.a. will

continue. There will be & 600 people living in Olalla by the year 2004 A.D. which,

a t 2.5 people per household, will mean an additional 65 residences.

System f lows and capacities necessary t o satisfy this future demand would be:

No. of services

maximum day demand

total maximum day demand

peak hour demand

minimum fire f low

storage - peak hour

fire

Total storage required

240 lots (175 + 65)

3 6 0 US gpm

51 8000 US gallons

6 1 2 US gpm

5 0 0 US gpm (for 2 hrs)

130000 US gallons

60000 US gallons

190000 US gallons

2-5

,

3.0 ALTERNATIVE SOURCES OF SUPPLY

3.1 GENERAL

The community of Olalla consists of approximately 175 residential and commercial

properties and is presently serviced by t w o different water sources. A gravity supply

is provided from Olalla creek and this was the original system installed in 1965.

In the early 1980’s a well was drilled next to the Keremeos Creek/Olalla Creek

confluence at the lower end of the District. Problems with each of these sources are

outlined below.

Olalla Creek:

!

I

0 Dam and intake structure were partially rebuilt in early 1980’s but the

The intake pond upstream of the dam is structure is in poor condition.

shallow and tends to fill up with silt and debris.

0 There is no upland storage on the Creek and therefore no control over flows

within the stream. Creek flows during the late summer are at a minimum but

have in the past met system demands. As growth occurs the creek source

may not be able t o meet increased demand.

a The Ministry of Health has placed a boil order on the District and water tests

consistently do not meet drinking water standards. There is no disinfection

of the creek source and the people of Olalla are not in favour of chlorine

disinfection.

0 Water is very turbid during spring freshet.

I I

0 Pressures a t the upper end of the system are below acceptable limits due t o

limited elevation difference between the intake and adjacent residences.

3- 1

Well Source:

0 The well is located in 7th Street adjacent the t w o creeks and is relatively

shallow.

0 While the quantity of water available from this well is good, the quality is very

poor. The water is very high in hydrogen sulphide and iron, and is not

considered potable.

Other components of the existing water system generally consist of the following:

0

0

15000 US gallon reservoir at the intake pond;

Distribution system consisting of 150 mm AC & PVC mains, 100 mm AC

mains and 75 mm and 50 mm PVC mains. In general, the distribution system

is undersized and cannot provide adequate fire flow.

Figure 4 indicates the existing water system components and a 1 :2000 scale drawing

hereof is appended to the report.

It is evident therefore that the existing water supply system is inadequate and must

be upgraded. As part of this study, groundwater hydrogeologists, Pacific Hydrology

Consultants Ltd. were appointed t o evaluate the groundwater supply potential for a

water system in Olalla and, in particular, to locate a groundwater source with a

capacity of 25.2 I/sec (400 US gpm). Their report in this regard is attached as

Appendix A. It concludes that hydrogeological conditions in the study area are

favourable for developing a source of 400 US gpm in the Olalla area.

There are therefore 3 alternative sources of supply available.

0

0

0

t o upgrade the existing 7th Street well by providing water treatment facilities.

t o upgrade the existing Olalla Creek facilities;

t o develop a new well.

3-2

CREEK

REGIONAL DISTRICT OKANAGAN SIMILKAMEEN

OLALLA WATER SYSTEM

Om D.E.M. - C.W.H. wPRual

mrf APR 26/94 Ew

N.T.S. EXISTING SYSTEM

WmKN

D N M N G ~ . ltyi

4

The required storage reservoir and distribution network t o provide fire flows are

common t o all alternatives and differences in any scheme will basically be related t o

water source.

These 3 alternate schemes are outlined below:

3.2 ALTERNATIVE 1 - UPGRADE EXISTING 7TH STREET WELL

The Well on 7 th Street has capacity of 500 US gpm which can meet the demand of

the Olalla Community. However, it has a water quality problem with reported high

levels of hydrogen sulphide and iron.

Both of these substances can be eliminated by treatment with chemicals but the

costs involved are prohibitive. Hydrogen sulphide can be stripped off by aeration

through an aeration tower and iron eliminated by oxidation and filtration. Oxidation

is effected by the addition of potassium permanganate and chlorine and a filtration

plant then filters out the iron precipitate.

This alternative has the following disadvantages:

0 the capital cost of a 500 US gpm treatment plant will be between $700,000

and $900,000;

it will involve the continuous dosing of water with chemicals;

it will be relatively labour intensive in that daily inspection/

monitoring/adjustment of chemical dosing will be necessary.

it will require the adequate disposal of the iron precipitate.

0

0

0

In light of the favourable hydrogeologist report and the prospect of obtaining a

potable well source nearby, this alternative cannot be considered viable and will

receive no further consideration in this report.

3-3

3.3 ALTERNATIVE 2 - UPGRADE EXISTING OLALLA CREEK SUPPLY

The upgrading of the existing Olalla Creek Water supply to full municipal and health

standards would involve the following: (See drawing No. 5)

0 Improvements t o dam, spillway and sluice gates t o replace the existing

structure and, at the same time, increase i ts storage capacity so as t o reduce

the turnover time of water flowing through the dam.

!

I

0 Construct a new intake system with duplex screens t o reduce turbidity as

much as possible. The screens chamber should make provision for 2 x 10 hp

pumps and disinfection facilities to feed a closed, concrete, 200000 US

gallons reservoir. The new reservoir to be positioned & 15 m higher than the

dam t o increase pressures to higher users.

0 Construct the new distribution system as shown on drawing No. 5 complete

with new 150 mm pipeline down Main Street, fire hydrants and connections

to existing 75 mm and 50 mm service mains. & 100 new service connections

on Main Street will be required if the old 100 mm r$ main is t o be

decommissioned.

Advantages of this alternative are:

0 it would be a simple gravity system;

0 power costs for the 10 hp pump would be relatively low.

Disadvantages of this alternative are:

0 the quality of the Olalla Creek water does not meet Health standards and even

i f improved now by increased dam capacity, screening and disinfection, it will

always be vulnerable t o pollution upstream and continual silting up with

debris.

3-4

!

- REGIONAL DISTRICT OKANAGAN SIMILKAMEEN U C M - C W H WPRlMD

MR APR 26/94 axx

OLALLA WATER SYSTEM UPGRADING OLALLA CREEK SUPPLY

N T S AI TFRNATIVF 7

aumvc tu. n 1

5

0 The dam will require regular maintenance due t o silting and erosion.

0 Disinfection of the water would be required.

0 A t some stage in the future it is likely that the Ministry of Health will require

all surface water used for potable purposes t o be treated by filtration which

will be very costly.

A further alternative would be t o construct a new dam at a higher elevation and of

a size to substantially increase storage behind the dam. This would facilitate a

reduction in turbidity and increase pressure to higher users. However, for the

purpose of this report it is assumed that the existing dam will be rehabilitated.

3.4 ALTERNATIVE 3 - NEW WELL SOURCE

This alternative includes the development of a supply well and pump station in

conjunction with the construction of a new reservoir a t a slightly higher elevation and

related distribution system (See Drawing No. 6). This would constitute a closed

system with waters being pumped through the distribution system t o the reservoir

and fed back from the reservoir when the well pumps are not operating. Control of

the pumps can be effected by use of telemetric cable and level controls. The supply

source would be groundwater, unlikely t o require chlorination and Olalla would have

an acceptable, year round source of drinking water, virtually maintenance free and

requiring very l i t t le monitoring.

Concern with this alternative could be that the development of a well can be costly

and that, depending on the depth and head against which the pump must operate,

annual operating costs could be high. In addition, there may be the concern that the

problems with water quality experienced at the existing well would be repeated.

However, the hydrogeologic investigation indicates conditions are favourable and

there is no indication that hydrogen sulphide and high iron content conditions are

widespread. Also it is estimated that a 60 hp pump would be required and power

3-5

!

~ REGIONAL DISTRICT OKANAGAN SIMILKAMEEN - D.E.M.

C.W.H. MWMD OLALIA WATER SYSTEM

NEW WELL SOURCE AF'R 26/91 3w

N.T.S. ALTERNATIVE 3

m

cIuIw(c w. IEy

6

consumption will not be excessive. There is therefore no apparent reason why a well

of adequate capacity and quality cannot be developed in the 1 1 th Street / l3 th Street

area as shown on Dwg. No. 6.

The estimated maximum cost for a groundwater exploration program, which includes

the drilling of one unsuccessful 250 mm (10") diameter test well followed by the

construction of a successful 250 mm diameter production well, each t o a depth of

about 40 m (130 ft), including well screen, development, a pumping test and

hydrogeologic consulting, is $60,000. The estimated cost of a minimum program in

which a successful well is drilled and completed at the first site is about $45,000.

Provision has been made for a 250 mm (1 0") diameter well since this will be the size

required t o accommodate a 60 hp pump.

3-6

4.0 COST ESTIMATES AND FINANCING

This section outlines cost estimates for budgetary purposes only. It makes no

provision for the acquisition of easements, it being assumed they can be obtained at

no cost, i f necessary. On detail design, i f the proposed reservoir site and/or section

of new pipeline encroaches onto private property, timely negotiations with property

owners will have t o be initiated.

4.1 OLALLA CREEK UPGRADE ALTERNATIVE

4.1.1 Cost Estimate

a) - Intake

enlarge dam and new spillway and sluice gate

new intake pipe and duplex screens

pumps and controls (10 hp)

pump chamber and electrical

disinfection system

Subtotal

30% Engineering & Contingencies, plus GST

b) Distribution System

5 0 m of 1 5 0 mm r$ pumping main

300 m of 200 mm @ main

1800 m of 150 mm r$ main

1 2 inter connections of new 150 mm r$ main to existing 75 & 5 0 mm pipes

12 hydrants

80 services to new 150 mm r$ min.

Highway crossing

Pavement Rehabitation

Subtotal

3 0 % Engineering & Contingencies, plus GST

$100,000 $ 30,000

$ 20,000 $ 80,000

$ 10,000

$240,000

$ 70,000

Total $310,000

$ 5,000

$ 36,000

$1 80,000

$ 6,000

$ 30,000

$ 4,000

$ 20,000

$ 30,000

$31 1,000

$ 94,000

Total $405,0OOb

4- 1

C) Reservoir

200 000 US gallon concrete reservoir c/w piping and controls $250,000

30% Engineering & Contingencies, plus GST $ 75.000

Total $325.000_

GRANDTOTAL $1 ,040,O0Om

4.1.2 Annual Operating Costs for the Proposed System are estimated t o be $1 1,000.

operation and maintenance (including an allowance for annual dredging of dam) $ 7,000 power costs $ 2,000

chemical costs for disinfection $ 2,000

Total $1 1 ,OOO_ p.a.

4.1.3. Financing

i) Assume No Grant

Capital Cost $1,040,000

assume 20 yrs @ 10% (cost factor of .11746) $ 122,000 p.a.

add operation cost $ 11,000 p.a.

Total $ 133,000 p.a.

$760/lot (1 75 lots) Annual cost per lot

ii) Assume 2/3 Grant

(i.e. assume infrastructure grant application is successful and the Olalla

Community votes in favour of the R.D.O.S. taking over the system).

Capital to Finance

assume 20 yrs @ 10%

add operating costs

annual cost per lot

$346,000

$ 41,000 p.a.

$ 11,000 p.a.

Total $ 52,000 p.a.

$ 2971lot (175 lots)

4-2

4.2 NEW WELL SOURCE ALTERNATIVE

4.2.1 Cost Estimate

a) SUDD~V

first stage well exploration program

well development

pumps and controls

pumphouse & electrical

Subtotal


b) Distribution Svstem

5 0 m of 150 mm @ and pumping main

300 m of 200 mm 0 main

1800 m of 150 mm @ main

12 inter connections of new 150 mm @ main to existing 75 & 50 mm @ pipes

1 2 hydrants

80 services to new 150 mm @ main

Highway crossing

Pavement Rehabilitation

Subtotal


C) Storaae

200 000 US gallon concrete reservoir c /w piping and controls


$ 25,000

$ 60,000

$ 30,000 $ 75,000

$1 90,000 $ 57,000

Total $247,000

$ 5,000

$ 36,000 $1 80,000

$ 6,000

$ 30,000 $ 4,000

$ 20,000

$ 30,000 $31 1,000 $ 94,000

Total $405.000

$250,000

$ 75,000

Total $325,000

GRAND TOTAL $977,000

4-3

' .

4.2.2 Annual operating costs for the proposed system are estimated t o be $10,000.

operation and maintenance

power costs

4.2.3 Financing

i) Assume No Grant

Capital Cost

assume 20 yrs @ 1 0 %

add operating cost

annual cost per lot

ii) Assume 2/3 Grant

Capital Cost t o be Financed

20 yrs @ 10%

add operating costs

annual cost per lot

$ 5,000

$ 5,000

Total $ 10,000

$977,000

$1 15,000 p.a.

$ 10,000 p.a.

Total $125,000 p.a.

$71 4/lot (1 75 lots)

$326,000

$ 38,000 p.a.

$ 10,000 p.a.

Total $ 48,000 p.a.

$ 274/lot (175 lots)

4-4

4.2.4 SUMMARY OF COST

New Well Source

It is estimated that approximately $1 14,000 of the cost of the above scheme could

be attributed t o capacity provided for the future development of 65 lots. This cost

is made up as follows:

Additional reservoir capacity provided

Additional pump station capacity provided

$ ao,ooo $ 34,000

Total $ 1 14,000

A Capital Expenditure Charge of $1,750 ($1 14,000/65) per residential lot could be

charged and funds obtained from this source used t o redeem the loan as they are

received.

4-5

5.0 CONCLUSIONS AND RECOMMENDATIONS

The following conclusions can be derived from this study:

Based on the quantity and quality of water from the existing creek supply and

treatment requirements to meet Health standards (particularly possible future

requirements t o control GIARDIA) and in the light of the hydrogeological study

findings, it is suggested that a groundwater source would be the best

solution.

The existing groundwater well cannot be improved without very costly

treatment and it is therefore recommended that the District accept the new

well alternative (Section 3.4 and Drawing No. 6 ) as the one to be pursued.

The District should therefore proceed with a groundwater exploration program

in the 10th to 13th Street area t o establish a 250 mm (1 0") diameter well.

The preferred scheme on successful completion of a new well would cost

approximately $980,000 and consist of:

construction of a well pump station;

construction of a 200000 US gallon concrete reservoir;

$- 1900 m of 150 mm r$ main complete with fire hydrants running

northkouth down the main road and up t o the new reservoir (See

Drawing No. 6);

Interconnections between the new 150 mm main and the existing 7 5

mm and 50 mm lateral mains. A t the time of construction, it may be

necessary to pressure test the 75/50 mm mains and, i f necessary, do

repairs.

In the unlikely event of a suitable groundwater supply not being found, more

detailed consideration will have t o be given t o upgrading the Olalla creek

supply.

5- 1

Suite 330 580 Hornby Sfreef. Vancouver, E C.. Canada V6C 386 Phone (604) 683-9612 Fax (604) 683-9676

PACIFIC HYDROLOGY CONSULTANTS LTD. Consultinq Hydrogrologi?ls * v August 12, 1994

Stanley Associates Engineering Ltd. 201 - 595 K.L.O. Road KELOWNA, B.C. V1Y 8E7

Project No. S710101

Attention: Mr. C.W. (Charlie) Hinnins, P. Enn.

Subject: Completion Report Preliminary Evaluation of Groundwater Supply Potential at Olalla, B.C. for Rcgional District of Okanagan-Sirnilkameen Stanley Associates Job No. 91-428-01-01

Dear Sirs:

1.0 INTRODUCTION

This letter is further to telephone discussions and correspondence between Mr. C.W. (Charlie) Higgins, P. Eng., of Stanley Associates Engineering Ltd. (SAEL), and Ann Badry, P. Geo., Hydrogeologist and Manager of Pacific Hydrology Consultants Ltd. (PHCL), during the period from March to June 1994, concerning a preliminary evaluation of groundwater supply potential for a combined water system for the Community and Improvement District at Olalla, B.C. Figure 1 in Appendix A is an area and well location map.

The purposes of this letter are to:

present the results of PtiCL’s study and evaluation of hydrogeologic conditions in the Olalla area;

recommend a course of action to explore for and/or develop a suitable groundwater source.

On the basis of the above-referenced discussions and correspondence, we understand that the situation concerning water supply for Olalla is as follows:

1.

2.

The required capacity of a groundwater source is 25.2 Nsec (400 USgpm).

The area of interest in which to locate a groundwater source is within the immediate vicinity of the Community of Olalla, as shown on Figure 1 in Appendix A.

An existing well located at the confluence of Olalla and Keremeos Creeks and within the area of interest is reported to yield groundwater high in iron and H,S.

3.

A member of the STEFFEN ROBERTSON AND KIRSTEN Group 01 Companies Other offices in Canada, U SA.. United Kingdom and Alrica

Stanley Associates Engineering Ltd. Completion Report Prcliminary Evaluation of Groundwater Supply Potential at Olalla, B.C. for Regional District of Okanagan-Similkamecn August 12, 1994 - Page 2

The following published and unpublished documents were used in the preparation of this letter:

1. B.C. Ministry of Energy, Mines and Petroleum Resources, Bulletin No. 46, Late Glacial History and Surficial Deposits of the Okanagan Valley, British Columbia; by Hugh Nasmith, 1962, 46 PP.

2. B.C. Ministry of Energy, Mines and Petroleum Resources, Bulletin 61, Geology of the White Lake Basin, by B.N. Church, 1973, 120 pp.

3. N.T.S. Maps 82E/4, Keremeos, and 82E/5, Pcnticton, both of scale 1:50,000 and with a contour interval of 100 ft.

4. B.C. Environment, Lands and Parks, Groundwater Section, Water Well Location Map Similkameen District 40, Sheet 6, of scale 1" = 1000'.

5. A report by Kala Groundwater Consulting Ltd. titled "Olalla Improvement District Groundwater Development Program" and dated May 12, 1986, 11 pp.

A summary of details for area wells is provided in Table 1, in Appendix B.

2.0 GEOLOGY AND HYDROGEOLOGY

The subject Olalla area is located in the Keremeos Creek Valley. Bedrock along the Keremeos Creek Valley, as extrapolated from maps in British Columbia Department of Mines and Petroleum Resources Bulletin 61 (Geology of the White Lake Basin), consists of mafic and felsic igneous and volcanic rocks of Tertiary age which are transected and displaced by nuinerous faults.

The geology of the unconsolidated deposits filling the Keremeos Creek Valley is quite complex. Glacial ice moved from the north down the Valley toward the end of the last glacial episode and deposited till and other glacial debris. During deglaciation, meltwater from the retreating ice as well as overflow meltwater from high stages of Okanagan Lake, deposited glaciofluvial sediments. Because there were several periods of glaciation i n the Okanagan Valley area, this sequence of events likely occurred more than once. The large raised delta at the mouth of Keremeos Creek was deposited during the last glacial activity.

The Community of Olalla is located on the modern post-glacial alluvial fan of Olalla Creek which enters the Keremeos Valley from the northwest. A minor alluvial fan component may also be present from the creek which originates in the uplands on the east side of the valley. Alluvial fans are composed mainly of unconsolidated sand and gravel with lesser amounts of silty sand and silt, typically in layers of contrasting permeability due to the mode of deposition, in which the creek meandered back and forth and deposited its bedload.

! Pacific Hydrology Consultants Ltd.

Stanley Associates Engineering Ltd. Completion Report Preliminary Evaluation of Groundwater Supply Potential at Olalla, B.C. for Regional District of Okanagan-Similkameen August 12, 1994 - Page 3

Driller's lithologs for Well No's. 1, 3, 4, 5 , 6, 7 and 11 are in general agreement with the above geologic interpretation. These wells show a variable thickness of fan sediments ranging from approximately 11 in (36 fi) in Well No. 7 to 19.2 m (63 ft) in Well No. 6 (Figure 2, Appendix A, Page A - 2). The driller's lithologs also indicate that tlie underlying glaciofluvial sand and gravel deposits extend to a depth of at least 34 m (1 12 ft) in the area of interest.

There are two scales of groundwater flow in the bedrock and overlying unconsolidated sediments in the Olalla area. The deep regional groundwater flow system is recharged by infiltration of direct precipitation and snowmelt in the uplands along the east and west sides of the Keremeos Creek Valley. Groundwater is conveyed downgradient along fracture systems which discharge into Keremeos Creek or join deeper groundwater flow in motion south through the sediments of Keremeos Creek Valley toward tlie Similkameen River system. The flow system, which is of most interest with respect to developing additional groundwater at the Community of Olalla, is that which is moving through pcnneable zones within the unconsolidated sediments of the alluvial fan or underlying glaciofluvial sand and gravel as shown to be present in Well No's. 6 and 7 (see Figure 2). Recharge to the aquifers within these sediments is from local infiltration from precipitation and, to a lesser degree, from water moving through the fractured systems in the uplands. The shallower, local groundwater flow system(s) migrate downgradient to join Keremeos Creek as baseflow, or, alternatively, to join the deeper flow systems.

3.0 GROUNDWATER SUPPLY POTENTIAL

Possible aquifers within the unconsolidated sediments include:

1. permeable zones in the glaciofluvial sediments;

2. permeable zones in post-glacial alluvial fan sediments.

All of the wells in the area of interest obtain groundwater from permeable zones in the glaciofluvial sediments, with screen settings at depths less than 30 m (100 ft). Estimated wells capacities range from 1.9 Nsec (25 USgpm) in Well No. 8 to 60.5 Nsec (800 USgpm) in Well No. 6. Most of the wells in the area have been constructed for domestic supply and, as such are as 150 mm (6") diameter wells completed with only short screen. The three higher capacity wells, No's. 6, 10 and 11, have respective estimated capacities of 60.5, 37.9 and 37.9 llsec (800, 500 and 500 USgpm); Well No's. 6 and 10 are 200 mm (8") diameter wells and No. 1 1 is a 250 mm (1 0") diameter well, and all are completed with longer screen assemblies, (see Table 1 in Appendix B).

Pacific Hydrology Consultants Ltd.


Based on the available water well records and geologic interpretation, the most favourable area for test- production drilling is in that area between Well No. 6 and No. 11 on the other part of the Olalla Creek Fan. The former was drilled to a depth of 30 m (100 ft) and the latter was drilled to 34 in (1 12 ft); consequently, the productive aquifer in coarse gravel at a depth of 24.4 m (80 ft) in Well No. 6, which has a capacity of 50.5 Nsec (800 USgpm), and between 14 and 33 in (46 and 110 ft) i n Well No. 11 which has a capacity of 31.5 llsec (500 USgpm) is a favourable exploration target. A successful test- production well in the area between Well No.'s 6 and 1 1 should be of sufficient distance from high capacity production wells so as to minimize interference.

4.0 GROUNDWATER QUALITY

The water well records do not indicate any water quality problems; however, groundwater from Well No. 11 in D.L. 2750 is reported to have "H,S problems" and an high iron content. The cause of these elevated constituents is uncertain; in that Well No. 11 is completed in a coarse gravel aquifer with a high transmissivity and a large volume of underflow. It is possible that there is hydraulic connection with an aquifer in the alluvial fan sequence that has a relatively high organic content; however, available driller's lithologs for known wells do not indicate such conditions elsewhere in the Olalla area.

A chemical analysis of a water sample collected from Well No. 6 in the south end of the Community indicates that groundwater moving through the sediments filling the Keremeos Creek Valley is hard and moderately mineralized but generally of good quality. The aforementioned chemical analysis is attached in Appendix C, along with a Table that compares the quality to drinking water quality guidelines. Microbiological analysis has shown anomalously high total and fecal coliform bacteria which exceed drinking water guidelines; however, these high values are not considered to be representative of the aquifer water but, rather, may indicate sample contamination or cross-contamination from surface run-off.

Some of the alluvial fan sediments within the Keremeos Valley were derived from the Tertiary volcanics of the Yellow Lake Member which is locally radioactive; consequently, water quality analyses should include uranium and/or other radionuclides.

5.0 COURSE OF ACTION AND ESTIMATED COSTS

On the basis of the preceding discussion, test-production well drilling into the glaciofluvial sediments underlying the Community of Olalla to develop the required groundwater source capacity of 25.2 Nsec (400 USgpm) is warranted. Provided that aquifer conditions are favourable, a 200 mm (8") diameter well will be capable of producing the required capacity. The anticipated depth for a successful well is about 39 m (130 ft) or less.


Stanley Associates Engineering Ltd. Completion Report Preliminary Evaluation of Groundwater Supply Potential at Olalla, B.C. for Regional District of Okanagan-Similkameen August 12. 1994 - Page 5

The estimated cost for 40 m (130 fi) of 200 mm (8") diameter drilling using a cable tool rig, including drilling, well construction and development, and a 24 hour pumping test of a successful well, is provided in Table 3 in Appendix D. These costs do not include hydrogeologic consulting costs for supervision, well screen design, water analyses, evaluation and reporting, which are estimated to be in the range of $5,000. to $7,500. The total cost of a successful well is about $33,000 (excluding hydrogeological consulting), with the cost of an unsuccessful well about $20,000., including hydrogeological consulting.

i

6.0 CONCLUSIONS

From our office study, we conclude the following with respect to groundwater supply potential, exploration and development at the Community of Olalla:

i

1 .

2.

3.

4.

5.

Hydrogeologic conditions i n the study area are favourable for developing the desired source capacity of 25.2 Nsec (400 USgpm) and test-production drilling to "prove up" the source can be justified.

The most favourable target is an aquifer in thick permeable sand and gravel within the glaciofluvial sediments of unknown thickness that fill the Keremeos Creek Valley at that location.

Under favourable aquifer conditions, a 200 mm (8") diameter drilled well will be capable of supplying the required 25.2 Nsec (400 USgpm). Ideally drilling should be carried out with a cable- tool rig in order to facilitate optimum screen size selection and location.

Well No. 11 in the study area is reported to have "H,S problems" and an high iron content, both of which are readily treated; however, there is no indication that such conditions are widespread.

The estimated maximum cost for a groundwater exploration program, which includes the drilling of one knsuccessful 200 mm (8") diameter test well followed by construction of a successful 200 mm diameter production well, each to a depth about 40 in (130 ft), including well screen, development, a pumping test and hydrogeological consulting, is $50,000. to $55,000. The estimated cost of a minimum program i n which a successful well is drilled and completed at the first site is about $3 8,000. to $40,000., including hydrogeological consulting.



We trust that this letter provides the information you require with respect to an assessment of groundwater supply potential at the Community of Olalla. However, please do not hesitate to call if you wish to further discuss the contents of this letter or attachments.

Yours truly, PACIFIC HYDROLOGY CONSULTANTS LTD.

Mwi Jos ph T. Aredi , M.Sc., P. Geo. Hydrogeologist P

/ Reviewed by: Ann Badry, P. Geo. Hydrogeologist and Manager

Attachments

I


. .

APPENDIX A

AREA AND WELL LOCATION MAP

AND

SCHEMATIC HYDROGEOLOGICAL CROSS-SECTION

.

. COMMUNITY OF OLALLA

AREA AND WELL LOCATION MAP FIGURE 1

Notes:

I . The map is prepared from N.T.S. Maps 82 EJ4, Kererneos, and 82W5, Penticton, both of scale 1:50,000 enlarged to scale of 1:25,000, contour interval is 100 R

2.

3.

4. e indicates favourable area for test-production drilling.

0 denotes the unsurveyed location of a water well (for details see Table 1).

line of hydrogeologic cross-section (see Figure 2)

A - 1

.

. .

APPENDIX B

SUMMARY OF AREA DRILLED WATER WELLS

- . *

40

Table 1. Selected Details About Water Wells in the Olalla Area

6" diameter well; location - Lot 1, D.L. 2061, Plan 1 1007.

Well No.

1

2

3

Completed Depth (ft)

59

94

98

Static Water Level

(fit)

31

54

53.3

Aquifer Materials and Well Completion

Fine gravel

Sand; 4 ft of 0.025" slot screen, with the 4.7 ft long assembly set from 89.3 to 94 ft.

Gravel and fine sand; 10 ft of 0.030" and 0.040" slot screen with the 11.2 ft long assembly set from 86.8 to 98 ft.

Driller's Litholog

0 - 30 ft dugwell 30 - 39 ft sandy gravel 39 - 42 ft compact silty sand 42 - 48 ft sandy gravel 48 - 52 ft compact silty sand 52 - 59 ft fine gravel.

0 - 5 f t 5 - 8ft 8 - 18f t

18 - 21 ft 21 - 30f t 30 - 34f t 34 - 62 ft 62 - 75 ft

75 - 95 ft

soil and pebbles dry pebbles dirty brown sand and

dry pebbles brown sand and pebbles clean pebbles brown sand, gravel; damp brown dirty sand and

black sand and pebbles;

gravel; tight

sharp gravel

clean.

0 - 6ft

6 - 20f t

20 - 43 ft

43 - 55 ft

55 - 60f t

60 - 69 ft

69 - 75 ft

75 - 85 ft

85 - 98 ft

tight sand and gravel and big rocks

compact sand and gravel, very sharp

cemented sand, black gravel; tight and sharp

tight sand and gravel, sharp with brown clay

cemented sand and gravel; tight

sharp gravel with black sand; water-bearing

black sand and sharp gravel

sharp rocks and black sand with brown clay on rocks; tight

fine sand, brown clay on rocks; tight

sharp gravel with brown

Estimated Capacity

(US(?)gpm) Remarks

Drilled below existing dug well; location - D.L. 176.

80 8" diameter well; location- Lot A, D.L. 2749.

m I

N

Table 1. Selected Details About Water Wells in the Olalla Area (cont'd)

Well No.

4

5


86

45

Static Water Level (ft)

47.5

13.9


Sand and gravel; 4.0 ft of 0.040" slot screen set between 82 and 86 ft.

Gravel with sand; 4 ft of 0.015" slot screen with the assembly set between 40.5 and 45 ft.

Driller's Litholog

0 - 3 ft soil andgravel 3 - 8 ft sandandgravel 8 - 12 A cemented sand, gravel and

clay 12 - 48 ft sand, gravel, rocks and

clay; dirty 48 - 86 ft sand, gravel, clay and

rocks; clean.

~~

0 - 7 f t

7 - 14ft

14 - 17ft 17 - 24ft

24 - 30 ft

30 - 36ft

36 - 46ft

black and, gravel and

cemented gravel and clay;

hard brown clay sharp rocks with black

small gravel and sand;

dark brown sand and

large and small gravel,

rocks; tight

tight

sand; dirty

looser

gravel with fines; dirty

brown sand; loose and clean.

Estimated Capacity

(US(?)gpm)

50

30

Remarks

6" diameter well; location - Lot 14, Blk 7 (7th Street).

6" diameter well; location - D.L. 2750.


Well No.

6

"i

7


97

71.5

~~

Static Water Level

(fit)

8.3

22.4


Coarse gravel; 10 ft of 0.050" and 0.060" slot screen, with the 11.2 ft assembly set between 86 and 97 A.

Gravel and sand; 4 f t of 0.035" slot screen with the assembly set between 66.75 and 71.5 ft.

Driller's Litholog

0 - 2ft 2 - 3 f t 3 - 9 f t

9 - 38ft 38 - 46ft 46 - 52 ft

52 - 66 ft 66 - 78 ft

78 - 80 ft

80 - 100 ft

rocky soil dark brown soil pebbles and large and

small gravel with sharp rocks; water- bearing below 9 ft

brown silt and sand brown sand and gravel brown silty sand and

pebbles large gravel large and small gravel,

some clay; dirty large and small gravel,

some sand; cleaner large gravel.

0 - 7 ft black sandy soil with broken rocks; very tight

7 - 16 ft cemented black sand and rocks; tight

16 - 20 ft black sand and polished gravel; clean, looser

20 - 26 f t cemented gravel with brown clay; very tight

26 - 40 ft cemented sand and gravel, tight with brown clay

40 - 63 ft broken rocks cemented with brown clay; a little water and black sand

63 - 72 ft broken gravel, some sharp with black sand; water- bearing.

Estimated Capacity

(US(?)gpm)

800

30

Remarks



. .,. ' ,

Static Water Level

(fit)

14

*


Sandy gravel; 5.0 f t of 0.100" slot screen.


Driller's Litholog

0 - 37 f t soil, rock and sand 37 - 42 ft brown clayey gravel 42 - 60 ft sandy gravel.

WA 53 f E 3

Estimated Capacity

(US(?)gPm)

25

ar I

P

25

Well NO.

8

9 Sand and gravel 0 - 40% ft hardpan 40% - 54 ft sand and gravel.

10

11


60

54

153

112

Remarks


6" diameter well; location - Lot A, D.L. 393, Plan 24262

6 Gravel; screen of unknown slot size, length and setting.

0 - 5 ft silty gravel; tight 5 - 17 ft silty gravel; loose

17 - 80 ft grey silt 80 - 119 ft medium coarse tan-

119 - 153 ft interbedded loose and coloured till

tight silty gravels.

500 10" diameter well; location - D.L. 393

42.4 Sand and gravel; 20.0 f t of 0.120 slot screen.

0 - 46 ft silty, clayey, sandy gravel with layers of reddish- brown clay silt

small boulders 46 - 110 ft coarse, cobbly gravel with

110 - 112 ft sandy silty gravel.

500 10" diameter well; location - D.L. 2750 on 7th Street. Well reported to have H,S problems and possible high iron.

.

I

APPENDIX C

GROUNDWATER QUALITY

Table 2. Quality of Groundwater from Glaciofluvial Sediments in Keremeos Creek Valley a t Olalla

Parameter

Physical Tests

Conductivity (umhos/cm) Colour (CU) Turbidity (JTU) Total Dissolved Solids (mg/L) Total Suspended Solids ( m a ) Total Hardness (mglL) CaCO,

PH

Dissolved Anions ( m a ) Alkalinity HCO, Chloride CI Sulphate so4 Nitrate NO, Nitrite N Phosphate PO, Fluoride F

Dissolved Metals (m&) Alumimum Arsenic Barium Boron Cadmium Chromium Copper Cyanide Iron Lead Manganese Mercury Molybdenum Sodium Uranium Zinc

A1 As Ba B Cd Cr cu

Fe Pb Mn

Mo Na U Zn

Hg

Microbiological Analysis (colonies1100 ml) Total Coliform Fecal Coliform

Well No. 6 (1)

7.7

<10 0.55 180.

153.

134. 3.3 36.

0.48 <0.01

0.2

<0.2 <o.o 1 0.04 <0.2

<o.oo 1 <0.02 0.004

<o.o I O <0.02

<o.oo 1 <0.01

<0.0005 <0.002

5.65 0.016 0.016

187. 12.

Drinking Water Guideline

(2)

6.5 - 8.5

15. 5.

500.

250. 500.

IO . 1 .o

1.5

0.025 1 .o 5.0

0.005 0.05 <1.0 0.2 0.3 0.0 1 0.05 0.001

200. 0.1 5.0

0 0

Sources of Information:

1. 2.

Chemac Environmental Services, Kelowna, B.C. Maximum acceptable concentration as specified by Health & Welfare Canada (1 993) and B.C. Ministry of Health ( I 982).

c - 1

APPENDIX D

GROUNDWATER EXPLORATION AND DEVELOPMENT COSTS

4

Item

Table 3. Test-Production Well Drilling, Well Construction and Pumping Test Costs at Olalla

Quantity Well Diameter (est) 200 mm (8")

i 3. Drill and case

a.

b.

surface casing (est. 30 A) and overlap casing in each of two test wells well casing (cst. 100 A) in each of two wells.

30A (9 m)

100 !I (30 m)

1. Mobilizatioddemobilization of drilling rig.

4. Supply 4.6 m (15 A) of well screen, including packcr and bottom, riser and blank pipe in assembly (assume stainless steel riser).

Lump sum

12 A (3.7 m)

1,500.

5. Hourly work to assemble and install screen, pull back casing, develop well, etc.

~~

2. Supply casing shoe.

50 hrs 6,000.

350. I Lump sum I

2. Install and remove test pump.

3. Supply discharge pipe.

4. Carry out pump testing.

5 . Monitor recovery of water level after termination of pumping test.

6 hrs 750.

100 fl (30 m) 100.

24 hrs 2,400.

2 hrs 200.

2,200. 14,400.

1. Crew subsistence. 5 days 750.

2,800.

Pumping Test

I Lump sum I 1. Mobilizatioddemobilization of pumping test equipment. ll 1,500.

Total Estimated Costs for Test-Production Drilling, Well Construction and Testing II 32,950.

Notes:

1. Credit for casing recovered is not included. 2. The cost estimate does not include G.S.T.

D - 1

Documents

1994 - a100.gov.bc.caa100.gov.bc.ca/appsdata/acat/documents/r7814/OK117_115712892… · Appreciation and thanks are acknowledged for information and assistance received from Messrs