DISTRICT OF LILLOOET
WATER SOURCE REPLACEMENT PROJECT SETON RIVER INTAKE
CONTRACT DOCUMENTS AND SPECIFICATIONS
SET NO.
TRUE Consulting Date: November 2013 Project No. 534-283 PLANHOLDER REGISTRATION FORM
Request for Tender No. 534-283
DISTRICT OF LILLOOET WATER SOURCE REPLACEMENT PROJECT SETON RIVER INTAKE
CLOSING DATE AND TIME: Thursday, Dec. 5, 2013 @ 2:00 PM
For any further distributed information about this Request for Tender please complete this form and e-mail, fax or hand deliver to:
TRUE CONSULTING 201-2079 FALCON ROAD KAMLOOPS, BC V2C 4J2 Attention: Steve Underwood, P. Eng. Fax: 250-828-0717 Email: [email protected]
Company Name:
Address:
Contact Person: Contact Contact Telephone: Fax: Contact Email:
Only Proponents completing this form will be issued any addendums and/or any additional information regarding this tender. It is the sole responsibility to the Proponent to ensure that the receipt confirmation form has been received by TRUE Consulting.
______Signature Date DISTRICT OF LILLOOET
WATER SOURCE REPLACEMENT PROJECT SETON RIVER INTAKE
TABLE OF CONTENTS Pages LIST OF DRAWINGS INVITATION TO TENDER INSTRUCTIONS TO TENDERERS IT 1- 5 TENDER FORM T 1- 9 CONTRACT AGREEMENT C 1- 3 GENERAL CONDITIONS GC 1-25
DIVISION 1 – GENERAL REQUIREMENTS
1A – SPECIAL PROVISIONS 1B – GENERAL SPECIFICATIONS 1C – ALTERNATIVES
DIVISION 2 – SITEWORK
2A – EARTHWORKS 2B – TRENCH EXCAVATION AND BACKFILL 2C – PRESSUREMAINS AND APPURTENANCES 2D – SEWER MAINS AND APPURTENANCES 2E – SUBGRADE PREPARATION, GRANULAR SUBBASE, BASE MATERIAL AND ADJUSTMENT OF APPURTENANCES 2I – STRUCTURAL EXCAVATIONS
DIVISION 3 – CONCRETE
3A – CAST-IN-PLACE CONCRETE
DIVISION 5 – METALS
5A – STRUCTURAL STEEL AND MISCELLANEOUS METALS
DIVISION 15 – MECHANICAL
15A – GENERAL
Appendix A: “Seton Intake Environmental Assessment and Environmental Management Plan” by I.C. Ramsay and Associates Appendix B: “Well Drilling and Completion Report: Seton Fan 300mm Diameter Production Wells, District of Lillooet, B.C.” by Western Water Associates Ltd., dated January 2012 Appendix C: “Water Treatment Facility Lillooet, BC Geotechnical Investigation Report” by Westrek Geotechnical Services Ltd., dated January 14, 2012
ii
DISTRICT OF LILLOOET WATER SOURCE REPLACEMENT PROJECT SETON RIVER INTAKE
LIST OF DRAWINGS
DESIGN DRAWINGS (bound separately)
534-283-00 Location Plan, Regional Map and List of Drawings 534-283-01 Water Treatment Overflow Extension – Site Drainage Plan and Profile 534-283-02 Hydraulic Profile and Design Criteria 534-283-03 Site Removals Plan 534-283-04 Grading Plan and Section 534-283-05 Intake Plan and Profile 534-283-06 Proposed Low Lift Station Details 534-283-07 Proposed Intake Structure Details 534-283-08 Mechanical – Proposed Low Lift Station 534-283-09 Mechanical – Proposed Intake Structure
TRUE CONSULTING STANDARD DRAWINGS (bound herein)
E-1 Typical Pipe Bedding and Backfill within the Pipe Zone E-3 Typical Cross Section of Perforated Storm Sewer S-27 Typical Storm Inlet/Outlet Structure Cast-in-Place S-30 Typical Sewer Manhole 1200Ø Barrel W-2 Typical Valve Box Details W-3 Typical Thrust Box Details W-6 Watermain Relocation
I N V I T A T I O N T O T E N D E R
DISTRICT OF LILLOOET WATER SOURCE REPLACEMENT PROJECT SETON RIVER INTAKE
Sealed Tenders clearly marked “Water Source Replacement Project – Seton River Intake” will be received at the District of Lillooet Municipal Office, 615 Main Street, PO Box 610, Lillooet, BC. V0K 1V0 up to 2:00 PM local time, Thursday, December 5, 2013. Tenders will be opened in public in the District of Lillooet Municipal Office at 2:00 p.m. on the tender closing date.
The project comprises the following works and approximate quantities:
construction of a 10 ML/day side channel intake structure in the Seton River construction of a low lift precast pumping facility
Tender Documents are available electronically on the District of Lillooet website and/or BC Bid. Printed copies are available from the offices of TRUE Consulting (Kamloops) at a cost of $100.00 which is non-refundable. A Planholder Registration Form must be completed and faxed to TRUE Consulting in order to receive any addendums and/or additional information regarding this tender. It is the sole responsibility of the Planholder to ensure that the Registration Form has been received by TRUE Consulting.
Tenders must be accompanied by the following:
(1) A BID BOND, CASH DEPOSIT, CERTIFIED CHEQUE or IRREVOCABLE LETTER OF CLEAN CREDIT in the amount of ten percent (10%) of the Tendered Price.
(2) If a Bid Bond is provided, a CONSENT OF SURETY relating to subsequent security arrangements for PERFORMANCE and LABOUR AND MATERIALS PAYMENT GUARANTEES.
If the information stipulated above is not enclosed with the Tender at the time of opening, the Tender will be rejected.
Tenders received after the closing time will be returned unopened. The lowest or any Tender will not necessarily be accepted.
Engineer Owner
TRUE Consulting District of Lillooet Ste. 201 - 2079 Falcon Road 615 Main Street, PO Box 610 Kamloops, B.C. V2C 4J2 Lillooet, BC V0K 1V0
Phone: (250) 828-0881 Phone: (250) 256-4289 Fax: (250) 828-0717 Fax: (250) 256-4288
INSTRUCTIONS TO TENDERERS
TABLE OF CONTENTS
Item Page
2.1 SUBMISSION OF TENDER IT-1
2.2 ACCEPTANCE OR REJECTION OF TENDERS IT-1
2.3 INFORMATION CONCERNING TENDERS IT-2
2.4 ADDENDA IT-2
2.5 DISCREPANCIES AND OMISSIONS IT-2
2.6 TENDER GUARANTEE IT-2
2.7 PREVIOUS EXPERIENCE IT-3
2.8 PERFORMANCE SECURITY IT-3
2.9 MAINTENANCE SECURITY IT-3
2.10 INSURANCE COVERAGE IT-4
2.11 INFORMATION AND SITE VISIT ARRANGEMENTS IT-4
2.12 SUBCONTRACTORS AND EQUIPMENT IT-4
2.13 CANCELLATION OF TENDER IT-4
2.14 AMENDMENT OF TENDERS IT-4
2.15 TENDER SUBMISSION – DISCREPANCIES AND OMISSIONS IT-5
INSTRUCTIONS TO TENDERERS Page IT-1 Project # 534-283
INSTRUCTIONS TO TENDERERS
2.1 SUBMISSION OF TENDER Sealed Tenders shall be addressed to:
District of Lillooet 615 Main Street, PO Box 610 Lillooet, B.C. V0K 1V0
Attention: Steve Hohner
The Tender envelope shall be clearly marked "WATER SOURCE REPLACEMENT PROJECT – SETON RIVER INTAKE”.
It is the Tenderer's responsibility to ensure that the Tender is in the hands of the Owner no later than Thursday, December 5, 2013.
2.2 ACCEPTANCE OR REJECTION OF TENDERS
The Owner reserves the right to reject any or all Tenders and to waive irregularities and formalities at his discretion. The lowest Tender will not necessarily be accepted. Without limiting the generality of the foregoing, any tender may be rejected for any of the following reasons:
Incomplete Tender;
Obscured or irregular erasures or corrections in the Tender Form;
Prices omitted or unbalanced;
Evidence of inadequate capacity to perform the contract;
Evidence of previous failure to perform adequately on similar work.
The Owner may accept a Tender by issuing a "Notice of Acceptance".
INSTRUCTIONS TO TENDERERS Page IT-2 Project # 534-283
2.3 INFORMATION CONCERNING TENDERS
Tenderers shall carefully examine the Contract Documents and the site of the Proposed Work, and shall fully inform themselves as to all existing conditions and limitations which will affect the execution of the Contract. No consideration will be given after submission of a Tender to any claim that there was any misunderstanding with respect to the conditions imposed by the Contract.
Discussions or other oral conversations shall not become a part of the Contract Documents or shall not modify the Contract Documents unless confirmed by Addenda.
2.4 ADDENDA
If there are to be any changes in the Work, or in the tendering procedures, the Tenderers will be informed, prior to the close of the period allowed for received Tenders, by means of an Addendum, a written communication issued by the Owner. All Addenda shall become a part of the Contract Documents, and receipt of Addenda must be acknowledged by the Tenderer in the Tender.
2.5 DISCREPANCIES AND OMISSIONS
If a Tenderer finds discrepancies in, or omissions from the drawings, specifications, or other documents or has any doubt as to the meaning or intent of any part thereof, he shall at once inform the Owner in writing. Any necessary changes, or additions, or further explanations will be made by the Owner by issuing an Addendum.
2.6 TENDER GUARANTEE
The Tender shall be accompanied by a Certified Cheque, Irrevocable Letter of Clean Credit, cash, or Bid Bond/Consent of Surety in the amount of ten percent (10%) of the total tendered price issued in the name of the District of Lillooet.
The obligation of the Tender Guarantee shall be that the Owner accepts his Tender and the Tenderer refuses to sign the Contract Agreement and to provide the specified performance guarantees, then the Tender Guarantee shall be forfeited to the Owner as liquidated damages.
The security deposited by the unsuccessful Tenderers shall be returned to them upon execution of the Contract with the successful Tenderer. The successful Tenderer’s Tender deposit shall be returned upon receipt by the Owner of the Certificates of Insurance, the executed Contract and the Performance Security.
INSTRUCTIONS TO TENDERERS Page IT-3 Project # 534-283
2.7 PREVIOUS EXPERIENCE
The Tenderer shall complete a statement of previous and existing clients for whom similar contract work has been undertaken. This statement of previous experience shall be completed on the form provided and submitted with the Tender.
2.8 PERFORMANCE SECURITY
The Tenderer to whom the Contract Award is made shall furnish the District of Lillooet, within seven (7) calendar days after receipt of Notice of Award, either of the following:
1. A Performance Bond to the District of Lillooet in the amount of fifty percent (50%) of the Total Contract Sum, and a Labour and Materials Payment Bond in the amount of fifty percent (50%) of the Total Contract Sum. The Performance Bond shall include and cover the Contractor’s obligations during the Maintenance Period, or
2. An Irrevocable Letter of Credit to the District of Lillooet executed on the form provided for in these Contract Documents, in the amount of one hundred percent (100%) of the Total Contract Sum for the Performance and Labour and Materials Payment Guaranty and an Irrevocable Letter of Credit in the amount of ten percent (10%) of the Total Contract Sum for a Maintenance Guaranty.
Only those Performance, Labour and Materials Payment, Bonds and Letters of Credit that are acceptable to the Owner will be considered.
Where a Tenderer elects to use a CLEAN IRREVOCABLE LETTER OF CREDIT for a Performance Security (as outlined in (2) of this section), the certified cheque or bank draft submitted as tender security will be returned to the successful tenderer after the clean irrevocable Letter of Credit has been deposited with the Owner as the performance security.
2.9 MAINTENANCE SECURITY
Upon contract completion and where a performance bond including maintenance provisions is not provided, the successful Tenderer shall provide maintenance security, in the amount of ten percent (10%) of the Final Contract Sum, in the form of a CERTIFIED CHEQUE, BANK DRAFT or CLEAN IRREVOCABLE LETTER OF CREDIT, payable to the District of Lillooet.
The Maintenance Security shall be valid, and in force, for a period of one (1) year from the Date of Completion of the Contract.
INSTRUCTIONS TO TENDERERS Page IT-4 Project # 534-283
The Maintenance Security shall be deposited with the Owner PRIOR to release of the Performance Security.
2.10 INSURANCE COVERAGE
The Tenderer shall provide, within seven (7) days after execution of the Contract Agreement by the Owner, Certificates of Insurance to cover public liability and property damage and automobiles owned and non-owned, as outlined in the General Conditions.
2.11 INFORMATION AND SITE VISIT ARRANGEMENTS
Tenderers may examine the project site during regular working hours.
2.12 SUBCONTRACTORS AND EQUIPMENT
The Tenderer must show in the Tender Form the names and business addresses of proposed subcontractors and the equipment intended to be used, including capacities of each machine. The words "as required" or similar wording are not a sufficient description.
2.13 CANCELLATION OF TENDER
The Owner reserves the right to withdraw from the Tender process, at any time, even after the close of Tenders. The Owner shall not be responsible for any costs incurred by any Tenderer for the preparation of a Tender for this Contract in the event that the Tender Call is cancelled and/or all Tenders are rejected.
2.14 AMENDMENT OF TENDERS
The tenderer may amend or revoke a tender by giving written notice delivered by hand, mail or fax to the office referred to in paragraph 2.1 of the Instructions to Tenders, providing the following conditions are met:
An amendment or revocation must be received by the Tender Closing Date and Time. An amendment or revocation that is received after the Tender Closing Date and Time shall not be considered and shall not affect a tender as submitted. An amendment or revocation must be signed by an authorized signatory of the Tenderer, with the date and project title clearly stated. Amendment must clearly state which tender prices or items are being deleted, and which revised prices or items are being submitted.
INSTRUCTIONS TO TENDERERS Page IT-5 Project # 534-283
Any amendment that expressly or by inference discloses the Tenderer’s Tender Price (Contract Sum) or other material element of the tender such that, in the opinion of the Owner, the confidentiality of the tender is breached, will invalidate that Tenderer’s entire tender.
The Owner assumes no risk or responsibility whatsoever that any fax will be received as required, and shall not be liable to any Tenderer if for any reason a fax is not properly received.
Should the above conditions not be met, the amendment will be disregarded and the Tender evaluated as received.
2.15 TENDER SUBMISSION – DISCREPANCIES AND OMISSIONS
At the tender close, the owner or his representative will witness receipt of tender submissions. The tenders will be checked for general conformance with submission requirements only (i.e. provision of securities, completed tender form).
Subsequent to the tender close, an audit will be conducted by the owner or his representative to check individual tenders for completeness and accuracy. Errors and omissions will be dealt with as follows:
Omission of prices, obscured or irregular erasures, or corrections of prices in the tender form (or faxed revisions) which lead to the inability to determine a fixed contract sum will result in the rejection of the tender. Omission of both a unit price and corresponding extended total for a tender item will be cause for rejection of the tender.
If there are any discrepancies in the Schedule of Quantities and Prices between the unit prices and the extended totals, then the unit prices shall be deemed to be correct and corresponding corrections will be made to the extended totals.
If a unit price or extended total has been omitted, the following shall apply:
o If a unit price is given but the corresponding extended total has been omitted, then the extended total shall be calculated from the unit price and the estimated quantity, and inserted as the extended total. o If an extended total is given but the corresponding unit price has been omitted, then the unit price shall be calculated from the extended total and the estimate quantity, and inserted as the unit price.
TENDER FORM Page T-1 Project # 534-283
TENDER OF:
(hereinafter called "the Tenderer")
TO: District of Lillooet 615 Main Street, PO Box 610 Lillooet, BC V0K 1V0
Gentlemen:
In response to the Invitation to Tender, the Tender and Contract Documents, and the site of the proposed Work have been carefully examined for the
WATER SOURCE REPLACEMENT PROJECT – SETON RIVER INTAKE located
in Lillooet, B.C.
The Undersigned offers to provide all necessary labour, equipment, materials and tools to undertake the Work in accordance with these Contract Documents and Drawings for prices quoted in this Tender Form. The Tenderer agrees that the Owner will not be responsible for any errors or omissions on the part of the Tenderer in preparing this Tender.
The undersigned Tenderer agrees and offers as follows:
1. The Tenderer understands that the quantities for items given in the Schedule of Quantities are approximate and are subject to increase or decrease. The Tenderer offers to undertake the Work for the Tendered Unit Prices whether the quantities increase or decrease. The Tenderer agrees that the Tendered Unit Prices are firm and that allowances have been made for escalation of costs related to materials, labour, labour-related fringe benefits, equipment, operating costs associated with equipment, etc.
2. If this Tender is accepted within thirty (30) days from the closing date of the Tender, to enter into a formal Contract and give the specified bonds to secure the performance of the terms and conditions of the Contract. In the event of this Tender being accepted within thirty (30) days of the Tender closing date and our failure to enter into a Contract in accordance with the terms of our tender, our security, limited to the lesser of the face value of the Bid Bond or the difference between this Tender and the Tender for which the Contract is signed, shall be forfeited to the Owner, in lieu of any damages to which the Owner may entitled by reason of our failure or refusal to enter into such Contract.
TENDER FORM Page T-2 Project # 534-283
3. To begin work on the date specified in the "Notice to Proceed" and to execute the work in such a manner as to complete on or before March 31, 2014. Should the undersigned fail to complete the project within this time, then the undersigned will compensate the Owner for liquidated damages as follows:
a) The Owner’s increased costs for contract administration and inspection duties of the Engineer (or other professionals as required by the Owner), as well as the Owner’s own staff costs as caused by such delay, an amount per day or pro rata portion of each day as follows: Engineering and consulting costs, per person = $800 Owner’s staff costs, per person = $400 and, b) All direct out of pocket expenses, such as costs for safety, security and equipment rental, as reasonably incurred by the Owner as a direct result of such delay.
4. The Tender price shall include the Goods and Services Tax at the location shown in the Tender Form.
5. Rates to be used on unclassified work and to be all-inclusive.
A) Equipment
Type Unit and Model Description All-Inclusive Hourly Rate
Backhoe $
Excavator $
Excavator $
Excavator $
Loader $
Tandem Truck $
Truck and Pup $
$
$
$
$
$
$
TENDER FORM Page T-3 Project # 534-283
B) Labour
Personnel which may be supplied by the Tenderer for use at the site.
Classification by Trade All-Inclusive Hourly Rate
Superintendent $
Foreman $
Surveyor $
Pipe Layer $
Labourer $
Operator $
Others (please specify trade):
$
$
$
$
C) Personnel
Name of Superintendent to be in charge of Project:
Previous Experience on similar work:
Number of workers in work force
TENDER FORM Page T-4 Project # 534-283
6. Supplemental Information
(A) References and Project Experience
Provide, in the tabulation following, a list of comparable projects undertaken within the last five (5) years:
CONTACT PERSON PROJECT LOCATION OWNER Name & Phone No.
(B) Subcontractors
Provide, in the tabulation following, the name of any subcontractor proposed to be utilized on the project and a description of the component of the work to be subcontracted.
Name and Address of Subcontractor Portion of Work to be Subcontracted
TENDER FORM Page T-5 SCHEDULE OF QUANTITIES Project #534-283 DISTRICT OF LILLOOET Seton River Intake
SCHEDULES OF QUANTITIES: Supply and install the following works in accordance with these Contract Documents and Specifications complete with labour, equipment, dewatering materials, compaction, testing, layout, restoration, permits, traffic control, and incidentals.
ITEM UNIT OF EST. UNIT TOTAL NO. DESCRIPTION MEASURE.QUANT. PRICE PRICE
PART A - RIVER INTAKE A1.0 Isolation of work area complete with bladder dams equivalent to Aqua Dam. 80% of Item will be paid for supply and installation of dams; 20% paid for removal and restoration. L.S.
A2.0 Supply and install intake structure complete with excavation, drain rock base gravels, S.S. bar screens and precast components. L.S.
A3.0 Screen and wash native material for 150mm and over intake backfill and place as per design drawings. m³ 200
A4.0 Supply, wash and place 150mm and over rock backfill of intake structure as per design drawings. m³ 600
A5.0 Supply and install two stainless steel fish screens. L.S.
A6.0 Supply and install 65Ø SCH80 PVC air lines complete from compressor structure to tie to stainless steel fish screen. L.S.
A7.0 Supply and install SCH80 PVC water backwash within intake structure. L.S.
A8.0 Supply and Install high pressure air burst fish screen backwash system complete with compressor, solenoids valves, tank(s), controls and installation in existing structure L.S. Subtotal PART A - RIVER INTAKE TENDER FORM Page T-6 SCHEDULE OF QUANTITIES Project #534-283
ITEM UNIT OF EST. UNIT TOTAL NO. DESCRIPTION MEASURE.QUANT. PRICE PRICE
PART B - LOW LIFT STATION B1.0 Excavation and base gravels for precast structure. L.S.
B2.0 Supply and install precast low-lift station complete with precast sections, precast base and lid, hatches, ladder, FRP grating, and grating support. L.S.
B3.0 Backfill lift station with native materials compacted to 95% SPD. L.S.
B4.0 Supply and install all required mechanical spools, fittings, couplings, pipe supports, and valves. L.S.
B5.0 Supply and install discharge heads and guide bars. ea. 4
B6.0 Supply and install pump lifting davit and floor sockets. L.S.
B7.0 Supply and place 150mm of 25mm minus crushed gravel compacted to 100% SPD. m² 35
SUBTOTAL PART B - LOW LIFT STATION
PART C - SITE WORKS C1.0 Supply and install connection to existing 300Ø PVC Raw Water Main complete with all necessary Thrust Blocks, Class 'B' sand bedding, appurtenances and assemblies
C1.1 300Ø (DR18) C900 PVC Pipe l.m. 65 C1.2 300Ø Robar Coupling or approved equal ea. 2 C1.3 300x100 Reducing Tee ea. 1 C1.4 300Ø 45-deg bend ea. 1 TENDER FORM Page T-7 SCHEDULE OF QUANTITIES Project #534-283
ITEM UNIT OF EST. UNIT TOTAL NO. DESCRIPTION MEASURE.QUANT. PRICE PRICE
PART C -SITE WORKS (continued) C2.0 Supply and install connection to existing 250Ø PVC Raw Water Main complete with all necessary Thrust Blocks, Class B sand bedding, appurtenances and assemblies.
C2.1 250Ø (DR18) C900 PVC Pipe l.m. 5 C2.2 100Ø (DR18) C900 PVC Pipe l.m. 125 C2.3 250Ø Robar Coupling or approved equal ea. 2 C2.4 250x100 Reducing Tee ea. 1 C2.5 100Ø 11.25-deg bend ea. 1 C2.6 100Ø 22.5-deg bend ea. 5 C2.7 100Ø 45-deg bend ea. 3 C2.8 100Ø 90-deg bend ea. 3 C2.9 100Ø tee ea. 2 C2.10 100Ø Gate Valve ea. 4 C2.11 100Ø Robar Coupling or approved equal ea. 2
C3.0 Supply and install connection to existing 350Ø PVC River Connection complete with all necessary drain rock bedding, appurtenances and assemblies.
C3.1 350Ø (DR18) C900 PVC Pipe l.m. 45 C3.2 350Ø Robar Coupling or approved equal ea. 2 C3.3 350Ø 11.25-deg bend ea. 4
C4.0 Supply and install extension to 525Ø Ultra Rib overflow line complete with Class 'B' Sand Bedding, appurtenances and assemblies
C4.1 525Ø Ultra Rib PVC Pipe l.m. 150 C4.2 1200Ø Precast Manholes c/w frames and lids ea. 4 C4.3 Headwall as per standard drawings complete with rip-rap. L.S. TENDER FORM Page T-8 SCHEDULE OF QUANTITIES Project #534-283
ITEM UNIT OF EST. UNIT TOTAL NO. DESCRIPTION MEASURE.QUANT. PRICE PRICE
PART C - SITE WORKS (continued)
C5.0 Clear and grub work area as required; stockpile topsoil for replacement. L.S.
C6.0 Restoration of areas impacted by construction activities to preconstruction conditions or better including replacement of topsoil and seeding. L.S.
C7.0 Dewatering of site as required, including construction of temporary Bioswale, overland flow route, siltation pond, and pumping. L.S.
SUBTOTAL PART C - SITE WORKS
PART D - ELECTRICAL D1.0 Supply and install all electrical works as shown on the design drawings, including conduits, junctions boxes, and float switches. L.S.
SUBTOTAL PART D - ELECTRICAL
Tender Summary
Subtotal PART A - RIVER INTAKE Subtotal PART B - LOW LIFT STATION Subtotal PART C - SITE WORKS Subtotal PART D - ELECTRICAL Subtotal Parts A to D Contingency Allowance $35,000.00 Subtotal Good and Services Tax (5% of Subtotal) Total Contract Sum TENDER FORM Page T-9 Project # 534-283
7. Receipt is acknowledged of the following addendum(s) covering revisions to the Contract Documents.
Addendum No. Dated
Addendum No. Dated
TOTAL CONTRACT PRICE (written)
Name of Corporation, Partnership or Organization
Legal Status Corporation Partnership Sole Ownership
Correct Mailing Address
Phone Fax GST Registration No.
Names and Addresses of Corporation Officers or Members of Organization
Position Name Address
Position Name Address
______SIGNED BY ______Signature of Witness
______POSITION ______
______DATE ______Address of Witness
Affix Corporate Seal Here
CONTRACT AGREEMENT Page C-1 Project # 534-283
CONTRACT AGREEMENT
This Agreement made on the _____ day of ______, 2013
BETWEEN: DISTRICT OF LILLOOET
(hereinafter called the "Owner")
OF THE FIRST PART
AND:
(hereinafter called the "Contractor")
OF THE SECOND PART
WITNESSETH, that the Owner and the Contractor for the consideration hereinafter named, agree as follows:
1.0 SCOPE OF WORK
The Contractor hereby agrees to furnish all of the materials (except as otherwise specified to be supplied by others) and all of the equipment and labour necessary to perform all of the work shown on the drawings and described in the specifications for the project entitled:
WATER SOURCE REPLACEMENT PROJECT – SETON RIVER INTAKE which drawings and specifications have been prepared by the Owner, or its duly appointed agent, acting as, and referred to herein as the "Engineer" all in accordance with the Documents listed in the "Contracts of the Contract Documents".
2.0 CONFLICTS - See General Conditions - GC-45
3.0 TIME OF COMPLETION
The work to be performed under this Contract shall be commenced within seven (7) calendar days of Notice to Proceed and shall be completed on or before March 31, 2014.
It is understood and agreed that time is of the essence of this Agreement and in the event said work is not completed on or before the date named above for its completion, the Contractor shall pay the added engineering expense and other costs as liquidated damages to the Owner caused by the extra time required for the completion of the work. Extra time shall, in all cases, be construed as the time required for completion after the date named. The amount of such expense shall be deducted from any monies due the Contractor.
CONTRACT AGREEMENT Page C-2 Project # 534-283
4.0 THE CONTRACT SUM
The Owner shall pay the Contractor for the performance of the Contract subject to additions and deductions provided therein, in current funds at the prices named in the Tender Form attached to and a part of these Contract Documents.
5.0 PROGRESS PAYMENTS
The Owner shall make payment on account of the Contract as certified by the Engineer and in accordance with the General Conditions of these documents.
6.0 SECURITY DEPOSIT
The Contractor hereby and herewith deposits with the Owner the following security guarantees:
(1) A Performance Bond including the Contractor’s obligations during the maintenance period to the pond, and in the amount of fifty percent (50%) of the Total Contract Sum, and a Labour and Materials Payment Bond in the amount of fifty percent (50%) of the Total Contract Sum, or
(2) An Irrevocable Letter of Credit to the District of Lillooet executed on the form provided for in these Contract Documents, in the amount of one hundred percent (100%) of the Total Contract Sum for the Performance and Labour and Materials Payment Guarantee.
Upon the express understanding that the same shall be held and retained by the Owner as security for the due and faithful performance, observance and fulfilment by the Contractor of all the covenants, provisions, agreements, conditions and reservations in this Contract contained, on the part of the Contractor to be observed, performed and complied with.
Upon the due and faithful performance, observations and fulfilment by the Contractor of all and every one of the terms provisions, covenants, agreements, conditions and reservations herein contained on the part of the Contractor to be observed, performed and complied with, the Contractor shall be entitled to receive again the said security deposited.
In the event of any breach, default or non-performance, being made or suffered by the Contractor, in or in respect of any terms of conditions, covenants, provisions, agreements or restrictions herein contained which on the part of the said Contractor should be observed, performed, or complied with, the Owner may at his option, if any indemnity bond had been deposited under the terms hereof, enforce said bond.
CONTRACT AGREEMENT Page C-3 Project # 534-283
7.0 SIGNATURES
IN WITNESS WHEREOF the parties hereto have executed this Agreement, the day and year first above written.
SIGNED, SEALED AND DELIVERED in the presence of:
______(SEAL) (Witness) (Party of the First Part)
______(Address)
______
______(SEAL) (Witness) (Party of the Second Part)
______(Address)
______
G E N E R A L C O N D I T I O N S
TABLE OF CONTENTS ARTICLE NUMBER ARTICLE PAGE GC-1.0 DEFINITIONS GC-1 GC-2.0 THE CONTRACT AGREEMENT GC-3 GC-3.0 DRAWINGS AND SPECIFICATIONS GC-3 GC-4.0 STANDARD SPECIFICATIONS GC-3 GC-5.0 THE ENGINEER AND THE CONTRACTOR GC-3 GC-6.0 SUBCONTRACTORS GC-4 GC-7.0 OTHER CONTRACTORS GC-4 GC-8.0 ASSIGNMENT GC-5 GC-9.0 INDEMNITY GC-5 GC-10.0 OWNER’S RIGHT TO DO WORK GC-5 GC-11.0 OWNER’S RIGHT TO TERMINATE THE CONTRACT GC-5 GC-12.0 CONTRACTOR’S RIGHT TO STOP WORK OR TERMINATE THE CONTRACT GC-6 GC-13.0 MAINTENANCE PERIOD GC-7 GC-14.0 ARBITRATION GC-7 GC-15.0 SCHEDULE GC-8 GC-16.0 DELAYS AND EXTENSION OF TIME GC-8 GC-17.0 CHANGES IN THE WORK GC-9 GC-18.0 PAYMENT GC-10 GC-19.0 FINAL ACCEPTANCE CERTIFICATE GC-13 GC-20.0 INSURANCE GC-13 GC-21.0 GUARANTY BONDS GC-14 GC-22.0 PROTECTION OF WORK AND PROPERTY GC-15 GC-23.0 TAXES AND DUTIES GC-15 GC-24.0 PATENT FEES GC-15 GC-25.0 SURVEYS, PERMITS, AND REGULATIONS GC-16 GC-26.0 REFERENCE POINTS AND LAYOUT GC-16 GC-27.0 COMPLIANCE WITH WORKERS COMPENSATION ACT AND RELATED REGULATIONS GC-17 GC-28.0 CONDITIONS GC-18 GC-29.0 ACCESS ROADS GC-18 GC-30.0 TOOLS, PLANT AND EQUIPMENT GC-18 GC-31.0 CONTRACTOR’S UNDERSTANDING GC-19 GC-32.0 CONTRACTOR’S RESPONSIBILITIES AND CONTROLOF THE WORK GC-19 GC-33.0 INSPECTION OF THE WORK GC-19 GC-34.0 SUPERINTENDENCE GC-20 GC-35.0 LABOUR GC-20 GC-36.0 MATERIAL SUPPLIED BY THE CONTRACTOR GC-20 GC-37.0 MATERIAL SUPPLIED BY THE OWNER GC-21 GC-38.0 STORAGE FACILITIES AND USE OF PREMISES GC-22 GC-39.0 SHOP DRAWINGS GC-22 GC-40.0 REJECTED WORK GC-24 GC-41.0 USE OF COMPLETED PORTIONS OF THE WORK GC-24 GC-42.0 SAMPLES GC-24 GC-43.0 CLEANUP AND FINAL CLEANING OF WORK GC-24 GC-44.0 REMEDIES GC-25 GC-45.0 CONFLICTS GC-25
May 2011 GENERAL CONDITIONS GC-1
GC-1.0 DEFINITIONS
1.1 The term Contract Documents means:
Contract Forms: • the Tender • the Contract Agreement • the Certificate of Insurance • the Performance Bond • the Labour and Materials Payment Bond;
Conditions of the Contract: • the General Conditions • the Supplementary Conditions;
Specifications; Addenda; Contract Drawings;
and any other documents associated with the Contract such as Field Orders and Change Orders.
1.2 The term Engineer wherever used in these documents shall mean the representative(s) as may be appointed or authorized by the Owner to act on his behalf for the purposes of this Contract.
1.3 The term Work wherever used in these documents shall mean the entire Work, including materials, labour, equipment, transportation, or other facilities or items ancillary to the foregoing, required to be done, furnished, and performed by the Contractor to complete the Contract, in accordance with the Contract Documents.
1.4 The term Owner shall mean the Party of the First Part as defined in the Contract Agreement for whom the Work is being undertaken.
1.5 The term Contractor wherever used in these documents shall mean the second party to this Contract who has submitted a Tender to perform the Work under this Contract which has been accepted by the Owner.
1.6 The term Subcontractor wherever used in these documents shall mean a person neither contracting with nor employed directly by the Owner for doing any of the Work, but contracting with and being employed directly by the Contractor. A person, party or company which only supplies or furnishes materials is not a subcontractor.
1.7 The term Other Contractor wherever used in these documents means any person or firm or corporation employed by the Owner other than through the Contractor.
1.8 The terms Contract Price, Contract Sum, and Tendered Unit Price are the amount(s) of the Contract as shown in the Tender Form and in the Contract Agreement.
GENERAL CONDITIONS GC-2
GC-1.0 DEFINITIONS (Cont’d)
1.9 Certificates:
i) A Progress Payment Certificate and/or Progress Payment is a certificate or document prepared and issued by the Engineer on which progress payments to the Contractor are based. ii) A Substantial Completion Certificate is a certificate or document prepared by the Engineer and signed by the Owner which certifies that a minimum of ninety- eight percent (98%) of the Work is complete and that the Work may be used by the Owner for the purposes intended. iii) A Construction Completion Certificate is a certificate issued by the Engineer and signed by the Owner upon full completion of the Work, including cleanup and rectification of all deficiencies. iv) A Final Acceptance Certificate is a certificate prepared by the Engineer and signed by the Owner within thirty (30) days following the expiry of the maintenance period. A Final Acceptance Certificate is issued provided that all conditions of the Contract are met.
1.10 Correspondence:
i) The term on receipt of written notice means the date of delivery of correspondence to the Contractor, if delivered by hand, or the date of delivery of the postal courier or other delivery service. ii) The term Notice of Contract Award is a written notice from the Owner or the Engineer advising the Contractor of the Owner’s acceptance of his Tender for the Work. iii) The term Notice to Proceed is written correspondence to the Contractor from the Owner or the Engineer which advises the Contractor that Work may commence. iv) A Field Order or Field Memo is written communication from the Engineer to the Contractor requesting changes in the Work, clarifying the Contract Documents, issuing instructions or requesting information. v) A Change Order is a written communication issued by the Engineer setting forth the authorized amount which is to be paid to the Contractor for the changes in the Work covered by a Field order, or the authorized amount which is to be deducted from the Contract Price as a credit on account of the changes in the Work covered by a Field Order.
1.11 The term Maintenance Period or Guarantee Period is the period of time beginning on the date specified in the Substantial Completion Certificate during which the Contractor is responsible for repairing or correcting deficiencies in the Work.
1.12 The term Completion Date is the date by which Work covered by these Contract Drawings shall be completed.
GENERAL CONDITIONS GC-3
GC-2.0 THE CONTRACT AGREEMENT
2.1 The Contract Agreement shall be signed in triplicate by the Owner and the Contractor.
GC-3.0 DRAWINGS AND SPECIFICATIONS
3.1 The Owner will furnish to the Contractor five (5) sets of Contract Documents including Drawings.
3.2 A set of Contract Documents is to be kept at the site of the Work for reference by the Engineer, the Owner, or other regulatory agencies.
3.3 All drawings, specifications and copies thereof furnished by the Engineer are his property. They shall not be used on other work and, with the exception of the signed Contract Document set, are to be returned to the Engineer on request, upon completion of the Work.
GC-4.0 STANDARD SPECIFICATIONS
4.1 Standard Specifications referred to in these Contract Documents are prepared or compiled by agencies or organizations such as CSA, ASTM, and AWWA. Clarification of the intent of these Standard Specifications may be obtained from the Engineer. Whenever referred to, the current edition at the date of the Invitation to Tender shall apply.
GC-5.0 THE ENGINEER AND THE CONTRACTOR
5.1 The Contractor shall have complete control of his own organization, and the carrying out of the Work, and the method of carrying out the Work.
5.2 The Engineer’s efforts shall be directed towards reviewing construction progress, providing interpretation of the Contract Documents and ensuring the Work is carried out expeditiously.
5.3 The Engineer does not guarantee the Contractor’s work nor undertake to check the quality and quantity of work on behalf of the Contractor. The Engineer is not responsible to the Contractor for discovering defects in the Work nor for advising the Contractor of defects in the Work.
5.4 The Engineer is, in the first instance, the interpreter of the Contract and the judge of its performance.
5.5 Should the Contractor dispute any decision of the Engineer, the dispute shall be referred to Arbitration in accordance with these General Conditions.
5.6 The Contractor shall notify the Engineer in writing within five (5) days if, in the Contractor’s opinion, a decision by the Engineer is in error and not a correct interpretation of the Contract.
GENERAL CONDITIONS GC-4
GC-5.0 THE ENGINEER AND THE CONTRACTOR (continued)
5.7 If the dispute between the Contractor and the Engineer cannot be resolved and the Engineer decides that the disputed work shall be carried out, the Contractor shall act according to the Engineer’s written decision. Any question of change in the Contract Price or extension of time for completion, due to such dispute, shall be decided by Arbitration in accordance with these General Conditions.
5.8 Nothing contained in the Contract Documents shall create any contractual obligation between the Engineer and the Contractor.
GC-6.0 SUBCONTRACTORS
6.1 The Contractor shall preserve and protect the rights of the Owner with respect to any Work performed under the Contractor and shall:
a. require Subcontractors to perform Work in accordance with and subject to the terms and conditions of the Contract Documents; and
b. be as fully responsible to the Owner for acts and omissions of Subcontractors and of persons directly or indirectly employed by them as for acts and omissions of persons directly employed by the Contractor.
6.2 All Subcontractors shall comply with the provisions of the Workers’ Compensation Act. Confirmation of Workers’ Compensation Act coverage for Subcontractors may be requested by the Engineer from the Contractor.
6.3 The Contractor shall employ those Subcontractors proposed in the Tender Form, and accepted by the Owner, for such portions of the Work as may be designated.
6.4 Nothing contained in the Contract Documents shall create any contractual obligation between any Subcontractor and the Owner.
GC-7.0 OTHER CONTRACTORS
7.1 The Owner reserves the right to let other contracts related to the Work.
7.2 The Owner and/or the Engineer shall coordinate the work of Other Contractors insofar as it affects the Work of this Contract.
7.3 The Contractor shall coordinate his work with that of Other Contractors and tie into Works constructed by others as specified or shown in the Contract Documents.
7.4 The Contractor shall report to the Engineer any apparent deficiencies in Other Contractors’ work which would affect the Work of this Contract as soon as they come to his attention and shall confirm such report in writing. Failure by the Contractor to so report shall invalidate any claims against the Owner by reason of the deficiencies of Other Contractors’ work except as to those of which the Contractor could not reasonably be aware.
GENERAL CONDITIONS GC-5
GC-8.0 ASSIGNMENT
9.1 Neither Party to the Contract shall assign the Contract or any portion thereof, nor any monies due to either Party, without the written consent of the other.
GC-9.0 INDEMNITY
9.1 The Contractor shall indemnify and save harmless the Owner, from and against all losses and all claims, actions, and judgments brought against him or the Owner by reason of any act or omission of the Contractor, his agents, or employees, in the execution of the Work, which shall include protecting the Work and protecting the public from the hazard arising out of the Work.
GC-10.0 OWNER’S RIGHT TO DO WORK
10.1 Should the Contractor fail or neglect to execute the Work in accordance with these Contract Documents by:
i. refusing or failing to supply proper workmanship, materials, or construction equipment, or ii. refusing or failing to rectify deficiencies identified in Field Memos;
then the Engineer may notify the Contractor in writing that he is in default of his contractual obligations and instruct him to correct the default within five (5) working days.
10.2 Where the default cannot be corrected in the five (5) working days referred to in 10.1, the Contractor shall be considered to be in compliance if he commences with the corrective measures and submits a schedule for resolving the defaults which is acceptable to the Owner.
10.3 If the Contractor fails to comply with the provisions 10.1 and 10.2, the Owner may, without prejudice to any other right or remedy he may have, correct such default and may deduct the cost thereof from the payment then or thereafter due the Contractor, provided however that the Engineer shall, in the first instance, determine that both the corrective action and the amount subsequently charged to the Contractor are reasonable.
GC-11.0 OWNER’S RIGHT TO TERMINATE THE CONTRACT
11.1 If the Contractor should:
a. be adjudged bankrupt, or make a general assignment for the benefit of creditors, or if a receiver is appointed on account of his insolvency, or
b. fail to make sufficient payments due to his subcontractors, or suppliers, or
c. disregard laws or bylaws, or the Engineer’s instructions, or
GENERAL CONDITIONS GC-6
GC-11.0 OWNER’S RIGHT TO TERMINATE THE CONTRACT (continued)
d. abandon the Work, or fail to adhere to the Work Schedule to such an extent that there is danger of failing to meet Completion Dates, or
e. otherwise violate the fundamental conditions of the Contract,
the Owner shall, by written notice, instruct the Contractor to correct the default within five (5) working days. If the default is not corrected within five (5) working days, then the Owner may, without prejudice to any other right or remedy he may have, terminate the Contract.
11.2 If the Owner terminates the Contract under the conditions set out above, and if the performance guarantee is unconditional, the Owner shall be entitled to:
a. take possession of the premises and products and finish the Work by whatever method he may deem expedient but without undue delay or expense;
b. withhold any further payments to the Contractor until the Work is finished;
c. upon completion of the Work, determine the full cost of finishing the Work as certified by the Engineer, including compensation to the Engineer for his additional services and a reasonable allowance as determined by the Engineer to cover the cost of any corrections required under the maintenance period, and charge the Contractor the amount by which the full cost exceeds the unpaid balance of the Contract Price; or if such cost of finishing the Work is less than the unpaid balance of the Contract Price, pay the Contractor the difference.
d. on expiry of the maintenance period, charge the Contractor the cost of corrections.
e. If the performance guarantee is in the form of a Performance Bond, the provisions of this General Condition shall be exercised in accordance with the conditions of such Performance Bond. In that event the Surety shall perform the Contract in accordance with all of its conditions including adherence to the Completion Dates in the Contract Agreement.
GC-12.0 CONTRACTOR’S RIGHT TO STOP WORK OR TERMINATE THE CONTRACT
12.1 If the Owner should be adjudged bankrupt, or makes a general assignment for the benefit of creditors, or if a receiver is appointed on account of his insolvency, the Contractor may, without prejudice to any other right or remedy he may have, by giving the Owner five (5) days written notice, hold the Owner in default.
12.2 If the Work should be stopped or otherwise delayed for a period of ninety (90) days or more under an order of any Court, or other public authority, and provided that such order was not issued as the result of any act or fault of the Contractor or of anyone directly or indirectly employed by him, the Contractor may, without prejudice to any other right of remedy he may have, by giving the Owner written notice, hold the Owner in default.
GENERAL CONDITIONS GC-7
GC-12.0 CONTRACTOR’S RIGHT TO STOP WORK OR TERMINATE THE CONTRACT (continued)
12.3 The Contractor may notify the Owner in writing, with a copy to the Engineer, that the Owner is in default of his contractual obligations if the Owner, subject to requirements of these General Conditions, fails to pay to the Contractor when due, any amount certified by the Engineer.
Such written notice shall advise the Owner that if such default is not corrected within fifteen (15) calendar days from the receipt of the written notice the Contractor may, without prejudice to any other right or remedy he may have, stop the Work and terminate the Contract for fundamental breach.
12.4 If the Contractor terminates the Contract under the conditions set out above, he shall be paid for all work performed and for any loss sustained upon products and construction machinery and equipment, with reasonable profit.
GC-13.0 MAINTENANCE PERIOD
13.1 The Maintenance or Guarantee Period shall begin on the date specified in the Substantial Completion Certificate and is for a period of at least one (1) year.
13.2 The Contractor shall correct, at his own expense, any defects in the Work due to faulty products or workmanship appearing within the Maintenance Period.
13.3 The Owner shall notify the Contractor promptly of such defects. If the Contractor does not cause repairs to be made within ten (10) days after such notice, the Owner shall have the right to purchase materials and employ men to execute said repairs, and the cost of the same shall be the responsibility of the Contractor or his Surety.
13.4 Where repairs must be made immediately by reason of an emergency existing or otherwise, the Owner shall have the right to undertake such repairs and charge the cost of the work to the Contractor, except that the Owner shall immediately notify the Contractor and shall withdraw from the work of repair if and as soon as the Contractor’s forces are ready to start work.
13.5 The Contractor shall be responsible for all costs including the cost of engineering required for investigation of any repair of defects in his work.
13.6 At least one month prior to expiry of the Maintenance Period, the Owner shall advise the Contractor of defects which the Contractor is required to remedy, under the Contract, and the Contractor shall promptly remedy such defects.
GC-14.0 ARBITRATION
14.1 In the event of a dispute between the Owner and the Contractor in relation to the stipulations and provisions of this Contract, or to the manner and performance of the whole or any part of the Contract by either of the parties, the matter may be submitted to Arbitration as provided for by the “Arbitration Act” of the Province where the Work is situated.
GENERAL CONDITIONS GC-8
GC-14.0 ARBITRATION (continued)
14.2 Either party initiating action under the Arbitration provisions shall give written notice to the other party.
14.3 The Contractor shall not cause a delay of the Work while the Arbitration proceedings are pending or in progress.
GC-15.0 SCHEDULE
15.1 The Contractor shall submit, prior to the commencement of the Work, to the Engineer, a Work Schedule which shall show the order in which the Contractor proposes to carry out the Work, and estimated dates of completion of each component. The Work Schedule shall be updated by the Contractor as requested by the Engineer.
15.2 If, in the opinion of the Engineer, any Work Schedule submitted is inadequate to secure the completion of the work as specified, or is otherwise not in accordance with the specifications, the Engineer shall have the right to request a revised schedule.
GC-16.0 DELAYS AND EXTENSION OF TIME
16.1 If the Contractor is delayed in the performance of the Work by;
i) labour disputes, strikes, and/or lock-outs beyond his control; ii) fire, or transportation problems beyond his control; iii) other unusual event beyond his control;
then the Completion Date shall be extended for a time period equal to the time lost due to these factors. No extension of Completion Date will be made unless the Contractor makes the appropriate request within seven (7) days of the event occurring.
16.2 The factors described in 16.1 shall not be the basis of extra cost claims by the Contractor.
16.3 If the Contractor is delayed in the performance of the Work by failure of the Owner to make decisions respecting the Work, late delivery of materials furnished by the Owner, or acts or omissions of the Owner, the Contractor shall be compensated for any additional costs thereby incurred, and the Completion Date shall be changed. The amount of the compensation and the extent of change in Completion Date shall be determined by the Engineer.
16.4 If the Contractor is delayed in the performance of the Work by a Stop Work Order issued by a Court or other public authority, and provided that such Order was not issued as a result of any act or fault of the Contractor, or of anyone employed by him directly or indirectly, then the Contractor shall be entitled to claim compensation
GENERAL CONDITIONS GC-9
GC-16.0 DELAYS AND EXTENSION OF TIME (continued)
for additional costs thereby incurred, and the Completion Date shall be changed. The amount of compensation and the extent of change in Completion Date shall be determined by the Engineer.
GC-17.0 CHANGES IN THE WORK
17.1 The Owner may, as the need arises, order changes in the Work through additions, deletions, modifications, or variations without invalidating the Contract and without notice to the Contractor’s surety. The value, if any, of such changes shall be taken into account in ascertaining the amount of the Contract Sum. All such Work shall be executed under the conditions of the Contract supplemented where necessary for varying conditions.
17.2 No extra Work, or change, shall be made unless in pursuance of a written Field Memorandum or a letter request, and no change in the Contract Sum shall be valid without an Extra Work Order.
17.3 The value of any additional Work or change shall be determined in the following manner for either an increase or decrease in the Work:
i) by Unit Prices named in the Contract; ii) as for “Extra Work” where Unit Prices have not been tendered.
17.4 1. When there is an increase or decrease in the Work not covered by Contract Unit Prices, it shall be known as “Extra Work”. The value of such Work may be determined by the following:
i) On the basis of Personnel and Equipment Rates included on the Tender Form.
ii) Labour rates not included on the Tender Form will be determined on the basis of actual costs to the Contractor of the labour including additional payroll costs covering Workers’ Compensation, Unemployment Insurance, Holiday Pay, Statutory Holidays, Public Liability and Property Damage Insurance and such other payroll costs as may be mandatory according to the laws of the Province in which the Work is being carried out, plus twenty percent (20%) to cover the use of tools, office expense, overhead and Contractor’s profit. The services of superintendents, time- keepers, and the like shall be deemed to be included in overhead.
iii) By Agreement on a Lump Sum or other basis between the Owner and the Contractor.
iv) In the absence of submitted equipment rates on the Tender Forms, the current Provincial Government Ministry of Transportation and Highways approved rates shall apply. For equipment which has to be brought in for the specific purpose, transportation costs will be paid. A piece of
GENERAL CONDITIONS GC-10
GC-17.0 CHANGES IN THE WORK (continued)
equipment shall mean a unit complete including operator, fuel, grease and maintenance, and such costs as are normal to an operating unit. Rental shall be paid for actual hours of work only.
v) Supplies and materials will be paid for at invoiced cost plus twenty percent (20%) for overhead and profit.
2. When an “Extra Work” order involves work by a Subcontractor, the payment for materials and services shall be similar to that for the Contractor. The Contractor shall be entitled to a fee of ten percent (10%) for general supervision.
3. Each day on which Extra Work is being done, the Engineer shall, after consultation with the Contractor, complete a force account statement in triplicate indicating the man hours, equipment rental hours and materials used on the Extra Work. Each copy shall be signed by the Engineer and Contractor; with one copy being returned to the Contractor, the second copy used in calculating the actual cost of the Extra Work and the third copy being submitted to the Owner. Extra Work claims not submitted on the day of the Work taking place may not be validated.
4. Extra Work shall be done during normal working hours unless otherwise requested by the Engineer.
5. The Performance Bond shall be extended to cover Extra Work and the guarantee period shall apply to this Work.
17.5 Claims for Extra Work
If the Contractor claims that any instruction by Drawings or otherwise involves extra cost under this Contract, he shall give the Engineer written notice thereof immediately, and he shall then follow the Engineer’s instructions regarding proceeding with the Work in question. No such claim shall be valid unless so made. If the Contractor’s claim is approved, the procedure shall be as provided for under GC-17.0.
GC-18.0 PAYMENT
18.1 Payment for materials, labour and equipment shall be as set forth in the Contract Documents, and the Engineer, in cooperation with the Contractor, will calculate all progress payments and prepare Certificates for approval and payment by the Owner. Where Unit Prices apply, payment will be calculated on the basis of the Tendered Prices and Units of Work completed, as determined by the Engineer. Where a Lump Sum Price applies, payment will be calculated on the basis of the Engineer’s estimated percentage of Work completed. Extra Work payments will be added to the monthly progress payments.
GENERAL CONDITIONS GC-11
GC-18.0 PAYMENT (continued)
The Owner shall, on or about the twentieth (20th) day of each month, make payment on account of the Contract to the extent of ninety percent (90%) of the value of the labour and materials incorporated into the Work, up to the last day of the previous payment period. The Owner will retain the balance of ten percent (10%) of the value of the Work done in compliance with the requirements of the Builders’ Lien Act. The monthly estimates shall not bind the Owner in any manner in the preparation of the final estimate of the Work done, but shall be construed and held to be approximate only, and shall in no case be taken as an acceptance of the Work or as a release of the Contractor from his responsibility thereof.
18.2 Payment Delays
The Owner may withhold or, on account of subsequently discovered evidence, nullify the whole or a part of any Progress Payment Certificate to such an extent as may be necessary to protect himself from loss on account of the following:
a) The Contractor not making satisfactory progress in the opinion of the Engineer; b) Defective Work not remedied; c) Claims filed or reasonable evidence indicating probable filing of claims; d) Failure of the Contractor to make payment properly to Subcontractors or for material or for labour; e) Damage to another utility or Contractor.
When the above grounds are removed, payments shall be made for amounts withheld because of them.
18.3 Substantial Completion Certificate
Upon receipt of a written notice from the Contractor stating that the Work is substantially complete and ready for inspection (accompanied by a list of the known deficiencies), the Engineer shall promptly make the required inspection, and when he finds the Work to be at least ninety-eight percent (98%) complete and available for the use that it was intended for, then he shall issue a “Substantial Completion Certificate” to the Contractor. This Certificate shall state that the Work provided for under the Contract has been substantially completed, and that the Work may be used for the purpose for which it was intended. Should the Work not be deemed as substantially complete by the Engineer, then a written notice will be given to the Contractor stating the deficiency corrections required for substantial completion.
18.4 Construction Completion Certificate
Upon completion of all project related work items, the Contractor shall notify the Engineer in writing that the project is one hundred percent (100%) completed and request a Construction Completion Certificate for the project. Upon a satisfactory inspection of the Works, the Engineer shall prepare and forward a Construction Completion Certificate to the Owner and to the local approving agencies, for their acceptance of the project and signature on the noted Certificate. The project Maintenance Period will begin on the date of issuance of the Substantial Completion Certificate.
GENERAL CONDITIONS GC-12
GC-18.0 PAYMENT (continued)
18.5 Final Progress Payment and Builders’ Lien Holdback
The final progress payment shall be made after the issuance of the Construction Completion Certificate and in accordance with Paragraph 17.1, and the Contractor has filed with the Engineer, a statement that he agrees with the final quantities as presented and that all claims and demands for Extra Work or otherwise under or in connection with this Contract have been presented and approved for payment, thus establishing the amount of the final payment.
The ten percent (10%) Builders’ Lien Holdback payment shall be made after the following conditions have been met:
a. A Construction Completion Certificate has been issued.
b. A Statutory Declaration has been filed with the Engineer by the Contractor certifying that all materials, labour and sub-contract claims incurred, directly or indirectly on account of the Works, have been fully paid by the Contractor and that no lien exists against the premises or materials mentioned herein, for work done or materials furnished in respect of anything done under or by virtue of this Agreement. The declaration shall be filed fifty-five (55) days after the date of issuance of a Substantial Completion Certificate.
c. A statement has been filed with the Engineer from the Workers’ Compensation Board certifying that all assessments due by the Contractor have been paid.
d. The Contractor has provided the Engineer with all required invoices, project diaries and required reports.
e. Sufficient deficiency holdbacks have been retained equal to twice the Engineer’s estimate of the value of the Works remaining. Part or all of the Builders’ Lien Holdback may be retained as a deficiency holdback until such time that the remaining Works have been completed and accepted.
18.6 The Engineer’s inspection upon completion of the Work and issuance of the Construction Completion Certificate or Final Payment and Builders’ Lien Holdback release do not constitute a waiver of the Guarantee period, nor shall they or attendant acts of the Engineer or the Owner prejudice their rights under any requirement of the Contract, or relieve the Contractor of any of his responsibilities thereunder.
GENERAL CONDITIONS GC-13
GC-19.0 FINAL ACCEPTANCE CERTIFICATE
19.1 Upon the expiration of the one (1) year maintenance period and the successful completion of tests and satisfactory performance under operating conditions meeting the performance warranty or the requirements of maintenance, as the case may be, the Owner or the Engineer on his behalf shall accept the Works whereupon the Final Acceptance Certificate shall be issued.
19.2 The issuance of the Final Certificate shall not release the Contractor from responsibility for latent defects in his work or materials for which the Contractor may in future be found liable in a Court of Law or otherwise.
GC-20.0 INSURANCE
20.1 Liability
The Contractor shall save and hold harmless the Owner and the Engineer from and against all and any suits or claims alleging damage or injury (including death) to any person or property that may occur or that may be alleged to have occurred, in the course of the performance of this Contract, whether such claim shall be made by an employee of the Contractor, or by a third person and whether or not it shall be claimed that the alleged damage or injury (including death) was caused through the negligent act or omission of the Contractor, its officers, servants, agents or employees or a willful or negligent act or omission of any of its Subcontractors or any of their officers, servants, agents or employees: and at its own expense, the Contractor shall defend any and all such actions and pay all legal charges, costs and other expense arising therefrom.
20.2 Contractor’s Insurance
The Contractor shall maintain and keep in force during the term of the Contract and until the date of the Completion Certificate, the following insurance:
• “All Risk” insurance in the joint names of the Owner and the Contractor, in a form and by an insurance company satisfactory to the Owner, for the work and all material, plant, fuel, machinery, tools and equipment acquired, possessed or provided by the Contractor for incorporation into the Work, whether or not such material, plant, fuel, machinery, tools and equipment are brought to or from the Work or upon land of the Owner, in an amount equal to one hundred percent (100%) of the total value of the materials and equipment and work.
• Maintain Public Liability and Property Damage insurance in the amount specified in the Special Provisions of this Contract.
The Contractor shall, at the time the Contract Agreement is signed, submit to the Engineer two (2) copies of the insurance policies required under this Article and shall also provide to the Engineer from time to time, as may be required, satisfactory proof that such policies are still in force and effect.
GENERAL CONDITIONS GC-14
GC-20.0 INSURANCE (continued)
All insurance companies or policies must be acceptable to and approved by the Owner. Under no circumstances shall the policy be altered in any manner which would affect the interest of the Owner, without thirty (30) days written notice by registered mail to the Owner. When changes in the Contract are sufficient to require insurance additions, the Contractor shall notify the insurance companies and the surety. In the event of the Owner using the completed Works prior to the Construction Completion Certificate, any increase in the cost of insurance arising out of this use shall be at the Owner’s expense.
20.3 Insurance Coverage Limits
The Contractor shall, at his sole expense, maintain in effect at all times during the performance of his obligations hereunder, insurance coverages with limits not less than those set forth as follows, with insurers and under forms of policies satisfactory to the Engineer. Prior to commencing this Contract, the Contractor shall furnish the Engineer with Certificates of Insurance as evidence that policies providing such coverages and limits of insurance are in full force and effect, which Certificates shall provide that not less than thirty (30) days advance notice be given in writing to the Engineer prior to cancellation, termination or alteration of said policies of insurance. Such Certificates and Notices shall be sent directly to the Engineer’s authorized representative as specified elsewhere in the Contract.
Coverage Minimum Amounts and Limits a) Workers’ Compensation Statutory Limits b) Owned Automobile Liability covering bodily injury (including death) and property $2,000,000 inclusive damage. c) Non-owned Automobile Liability covering bodily injury (including death) and property damage. $2,000,000 inclusive d) “All Risk” Contractor Insurance Contract Sum e) Comprehensive Contractor’s Liability Insurance to cover bodily injury, property damage and personal injury. This policy of insurance shall be endorsed to include the interests of the Owner, and his Engineers as principals during the performance of this Contract. $2,000,000 inclusive
GC-21.0 GUARANTY BONDS
21.1 Prior to the signing of the Contract Agreement, the Contractor shall furnish a Performance Bond, and a Labour and Materials Payment Bond in accordance with Article 4 of the Contract Agreement. The Performance Bond shall cover the faithful performance of the Contract including the corrections after completion as provided for in Article 19 of these General Conditions, and the payment of all obligations arising under the Contract, in such form as the Engineer may prescribe. The Owner reserves the right to approve or reject any surety company.
GENERAL CONDITIONS GC-15
GC-22.0 PROTECTION OF WORK AND PROPERTY
22.1 The Contractor shall continuously maintain adequate protection of all of the Work from damage, and protect the Owner’s property from damage or loss arising in connection with this Contract. He shall make good any such damage or loss.
22.2 The Contractor shall provide and maintain all passageways, guard fences, lights and other facilities for protection required by public authority or local conditions.
22.3 The Contractor shall protect the property adjacent to the Work from damage as a result of his operations.
22.4 In an emergency affecting the safety of life, or of the Work, or adjoining property, the Contractor, without special instruction or authorization from the Engineer, shall act at his discretion to prevent such threatened loss or injury. Liability for payment of compensation and the amount thereof shall be determined by agreement, or if an agreement cannot be reached, by arbitration.
22.5 If the Engineer becomes aware of an emergency affecting the safety of life, or of the Work, or of adjoining property, and the Contractor, having been advised in writing of the emergency, fails or refuses to act to prevent such threatened loss, injury or damage, or if the Engineer is unable to advise the Contractor, the Engineer may order labour, materials and equipment to be applied to prevent loss, injury or damage. The cost of labour, materials and equipment so used shall be the responsibility of the Contractor, and such action by the Engineer shall not relieve the Contractor of any responsibility for loss, injury, or damage which does occur.
GC-23.0 TAXES AND DUTIES
23.1 The Contractor shall pay all government sales taxes, customs duties and excise taxes with respect to the Contract, unless specified otherwise elsewhere in the Contract Documents.
GC-24.0 PATENT FEES
24.1 The Contractor shall pay all royalties and patent licence fees required for the performance of the Contract. He shall hold the Owner harmless from and against all claims, demands, losses, costs, damages, actions, suits or proceedings arising out of the Contractor’s performance of the Contract which are attributable to an infringement or an alleged infringement of any patent of invention, by the Contractor, or anyone for whose acts it may be liable.
24.2 In the event that the Contractor claims that, during the performance of the Work, he has encountered a claim for a patent licence fee, for use of a material, process, or method which was specified by the Engineer, and that he was not previously aware that use of such material, process or method was restricted under patent, or that a
GENERAL CONDITIONS GC-16
GC-24.0 PATENT FEES (continued) patent licence fee was required, he shall immediately notify the Engineer, in writing, setting out the details of such claim and evidence of his previous lack of awareness of such licence fee being required. The Engineer shall immediately investigate the claim and if it is judged valid, and the material, process or method is used, the Owner shall pay the patent licence fee.
GC-25.0 SURVEYS, PERMITS, AND REGULATIONS
25.1 The Laws and Regulations of the place where the Work is performed shall govern.
25.2 The Owner shall provide all legal surveys except legal surveys required to replace survey pins destroyed or damaged by the Contractor.
25.3 The Contractor shall obtain all Permits, Licences and Certificates, and pay all fees required for the performance of the Work.
25.4 The Owner shall obtain all easements and rights-of-way, and the Contractor shall have free use thereof for the purposes of this Contract, provided that such use shall not interfere with or impede the operation of any other Contractors or workmen employed by the Owner, nor be in conflict with conditions of easement agreement or right-of-way limits.
25.5 The Contractor shall give all required notices, and comply with all laws, bylaws, regulations, codes and orders of all authorities having jurisdiction relating to the Work, to preservation of public health, and to construction safety. If the Contractor observes anything in the Contract Documents to be at variance with the foregoing, he shall promptly notify the Engineer, in writing, and await the Engineer’s instructions. If the Contractor performs any work, knowing it to be contrary to such laws, bylaws, regulations, codes or orders, and without giving notice to and requesting instructions from the Engineer, he shall bear all costs arising therefrom.
25.6 The Contractor shall make all arrangements with local authorities, operating departments, railway and highway officials, utility and service companies and such like, for detours, crossings, utility locations, traffic control and similar requirements relating to performance of the Work, and he shall, at his own cost, observe their requirements and regulations.
25.7 The Contractor shall comply with all applicable laws, statutes, regulations, or bylaws of Her Majesty the Queen in Right of Canada, the Province and any local government.
GC-26.0 REFERENCE POINTS AND LAYOUT
26.1 The Engineer will establish base lines and reference points for the location of principal components of the Work, as well as benchmarks in reasonable proximity to the Work.
GENERAL CONDITIONS GC-17
GC-26.0 REFERENCE POINTS AND LAYOUT (continued)
26.2 The Contractor shall carefully preserve benchmarks, reference points and stakes, and legal survey pins, and in case of willful or careless destruction, he shall be charged with the resulting expense and shall be responsible for any mistakes that may be caused by their loss or disturbance.
26.3 The Contractor shall provide all detailed layout of dimensions, locations, and elevations of the Work from the base lines, reference points, and benchmarks set by the Engineer.
26.4 The Contractor shall not proceed with the Work until he has received from the Engineer such base lines, reference points, elevations, and other points and instructions required for the execution of the Work.
26.5 The Contractor shall, before commencing work at any point, satisfy himself as to the meaning and correctness of all stakes and instructions. No claims shall be considered for any allowance based on alleged inaccuracies, failure to read reference points correctly, or failure to interpret instructions correctly.
26.6 If the Contractor, in the course of the Work, finds any discrepancy between the Drawings and the physical conditions of the locality or any errors or omissions in Drawings or in the layout as given by points and instructions, he shall inform the Engineer immediately in writing, and the Engineer shall promptly verify the same and issue appropriate instructions. Any work done after such discovery, before further work is authorized, will be done at the Contractor’s risk.
GC-27.0 COMPLIANCE WITH WORKERS COMPENSATION ACT AND RELATED REGULATIONS
27.1 The Contractor shall be considered as the “Prime Contractor” and “Principal Contractor” in reference to the Workers Compensation Act and Regulations, or other statutes. The Contractor is solely responsible for all safety within the project boundaries.
27.2 Prior to commencing work the Contractor must provide the Engineer with a Notice of Project Confirmation from the WorkSafe BC which identifies the Contractor as the Prime Contractor.
27.3 The Contractor shall ensure compliance on his part and on the part of all of his Subcontractors with the Workers Compensation Act and Regulations thereunder.
27.4 In any case, where pursuant to the provisions of the Workers Compensation Act, an order is given to the Contractor or one of his Subcontractors in respect to their operations under this Contract to cease operations because of failure to install or adopt safety devices or appliances or methods as directed, or required by the Act or Regulations thereunder, or because conditions of immediate danger exist that would be likely to result in injury to any person, and the Contractor is not available or capable of removing the danger to life or equipment resultant from the Contractor’s operations, then the Engineer may issue Written Notice to the Contractor and may immediately arrange for the removal of this danger, and the
GENERAL CONDITIONS GC-18
GC-27.0 COMPLIANCE WITH WORKERS COMPENSATION ACT AND RELATED REGULATIONS (continued)
Contractor shall be liable for the costs of such arrangements, but such act by the Engineer shall not relieve the Contractor of responsibility for injury, loss of life, or damage which may occur in that situation.
27.5 In the event that the Contractor refuses or fails to comply with an order under the Workers Compensation Act or Regulations thereunder, so that the performance of the Work is stopped, the Owner may, upon written notice, terminate the Contract and proceed in accordance with Clause 11.2.
27.6 The Contractor will be responsible for reimbursement of any costs, fines, and penalties incurred by the Owner or the Engineer as a result of the Contractor performing work in breach of any Workers Compensation Act order or regulation.
GC-28.0 CONDITIONS
28.1 In the event that during the execution of the Work, sub-surface conditions at the site are found to differ materially from those indicated in the Contract Documents and soil reports, or otherwise represented by the Owner or Engineer to the Contractor, then the Contractor shall promptly notify the Engineer in writing of such conditions. The Engineer shall promptly investigate such conditions and if he finds that they differ materially and will result in an increase or decrease in the cost of, or time required for, performance of this Contract, an equitable adjustment shall be made between the parties and the Contract modified in writing accordingly. If the parties fail to agree upon the adjustment to be made, the dispute may be determined as provided for in GC-14.
GC-29.0 ACCESS ROADS
29.1 The Contractor shall construct and maintain, at his own expense, all roads, accesses and areas required by him for his performance of the Contract, including snow removal. The Contractor shall, as required, obtain necessary permits from appropriate authorities for use of the Provincial roads.
GC-30.0 TOOLS, PLANT AND EQUIPMENT
30.1 If, at any time before the commencement or during the progress of the Work, the tools, plant or equipment appear to the Engineer to be insufficient, inefficient, or inappropriate to secure the quality of work required or the progress, the Engineer may order the Contractor to increase their efficiency, to augment their number or to substitute new tools, plant or equipment as the case may be, and the Contractor must conform to such order. The failure of the Engineer to demand such increases shall not relieve the Contractor of his obligation to secure the quality of Work and rate of progress necessary to complete the Work within the time required by the Contract.
GENERAL CONDITIONS GC-19
GC-31.0 CONTRACTOR’S UNDERSTANDING
31.0 It is understood and agreed that the Contractor has, by careful examination, satisfied himself of the nature and location of the Work, the soil structure and topography at the site, the nature and quantity of materials to be used, the equipment facilities needed preliminary to and during the prosecution of the Work, and all other matters which can in any way affect the Work under this Contract.
GC-32.0 CONTRACTOR’S RESPONSIBILITIES AND CONTROL OF THE WORK
32.1 The Contractor shall have the required expertise to carry out the Work in a competent manner.
32.2 The Contractor shall have complete control of the Work. He shall effectively direct and supervise the Work using his best skill and attention. He shall be solely responsible for all construction means, methods, techniques, sequences and procedures, and for coordinating all parts of the Work under the Contract.
32.3 The Contractor shall have the sole responsibility for the design erection, operation, maintenance and removal of temporary structural and other temporary facilities and the design and execution of construction methods required in their use.
32.4 The Contractor shall carefully examine the Contract Documents and shall promptly report to the Engineer any error, inconsistency or omission he may discover.
32.5 Although the Engineer may agree to special methods of carrying out the Work, the Contractor will not be relieved of his responsibility for the result. The Engineer’s agreement with such special methods shall not constitute grounds for claims by the Contractor for any additional payment, nor for relief of his responsibility for the methods used.
GC-33.0 INSPECTION OF THE WORK
33.1 The Engineer and his representatives shall at all times have access to the Work whenever it is in preparation or progress and the Contractor shall provide proper facilities for such access and for inspection.
33.2 If the specifications, the Engineer’s instructions, laws, bylaws, or any public authority requires any Work to be specially tested or approved, the Contractor shall give the Engineer timely notice of his readiness for inspection, and if the inspection is by an authority other than the Engineer, of the date fixed for such inspection.
33.3 Inspections by the Engineer shall be made promptly. If any Work should be covered up without approval or consent of the Engineer, it must, if required by the Engineer, be uncovered for examination at the Contractor’s expense.
GENERAL CONDITIONS GC-20
GC-33.0 INSPECTION OF THE WORK (continued)
33.4 Materials to be used in the Work are subject to inspection and approval of the Engineer. Materials condemned as being unsuitable and not in conformity with the specifications, shall be removed from the Work and its vicinity without delay, and if the Contractor fails to do so within forty-eight (48) hours after having been directed by the Engineer, the rejected material may be destroyed or removed by the Owner and the cost of removal shall be charged to the Contractor.
33.5 The Engineer shall inspect the Work in the Owner’s interest for the purpose of promoting effective completion of the project until the Construction Completion Certificate is issued, and such inspection or lack of it shall not relieve the Contractor of his responsibility to perform the Work in accordance with the Contract.
GC-34.0 SUPERINTENDENCE
34.1 The Contractor shall employ a competent superintendent and necessary assistants who shall be in attendance at the Work site at all times while Work is being performed.
34.2 The superintendent shall be satisfactory to the Engineer and shall be the person named in the Contractor’s Schedule of Supervisory Personnel in the Tender and shall not be changed except for good reason and only then after consultation with and agreement by the Engineer.
34.3 The superintendent shall represent the Contractor at the Work site and directions given to him by the Engineer shall be held to have been given to the Contractor.
GC-35.0 LABOUR
35.1 The Contractor shall employ Canadian Labour to the fullest extent possible and shall ensure that no person will be discriminated against because of race, colour, sex, age, religion, or origin.
35.2 Wages and hours of labour employed shall be in accordance with Federal, Provincial or Territorial enactments.
35.3 The Contractor shall at all times enforce discipline and good order among his employees, and shall not employ on the Work any unfit person or anyone not skilled in the Work assigned to him. Any men employed on the Work who become intoxicated, intemperate, disorderly, incompetent, or willfully negligent, shall be removed from the Work site.
GC-36.0 MATERIAL SUPPLIED BY THE CONTRACTOR
36.1 The Contractor shall use materials of Canadian manufacture to the fullest extent practicable.
GENERAL CONDITIONS GC-21
GC-36.0 MATERIAL SUPPLIED BY THE CONTRACTOR (continued)
36.2 Unless otherwise specified, all materials shall be new, and of good quality. The Contractor shall furnish satisfactory evidence as to the kind and quality of materials. The Contractor shall be responsible for replacement at his own cost of all materials that are found to be defective in manufacture or that have become damaged in handling.
36.3 The Contractor shall be responsible for the safe storage of material furnished by or to him, and accepted by him, and intended for the Work, until it has been incorporated into the completed project.
36.4 Where, in the specifications or Drawings, any material, equipment or method is specified, the Contractor may not use another material, equipment or method unless the Engineer has issued to the Contractor a written authorization for the use. The Contractor shall submit in writing an application for review to the Engineer. All submissions shall be accompanied by sufficient data, including the following:
a. Delivery b. Manufacture c. Technical Data and Specifications in accordance with the International System of Units (S.I.) - metric units. d. Specified material, method or equipment for which the alternative is submitted. e. Prices in relation to the material; method or equipment specified originally. Where required by the Engineer, samples shall be submitted.
36.5 Whenever alternatives, materials or methods are accepted for use on the Contract, whether as a result of an alternative proposal by the Contractor or an equivalent alternative submitted by the Contractor, the Contractor shall be responsible for making all consequent adjustments, at his own cost, to make the alternative fit into the Work as specified.
GC-37.0 MATERIAL SUPPLIED BY THE OWNER
37.1 The Owner undertakes to provide any such materials as are specifically shown in the Contract Documents as being provided by the Owner.
37.2 It shall be the responsibility of the Contractor to arrange for and schedule delivery and storage of these materials.
37.3 The Contractor’s responsibility for material furnished by the Owner shall begin at the time and place of delivery thereof to the Contractor. Materials already on the site shall become the Contractor’s responsibility on the date specified in the Notice to Proceed. The Contractor shall be responsible for unloading all owner-supplied material and the Contractor and the Engineer shall jointly examine material furnished by the Owner at the time and place of delivery to the Contractor, and shall prepare a statement of acceptance, specifically noting defective material, and rejecting any such defective material. The Contractor shall sign the statement of acceptance of materials into his charge. Any material furnished by the Owner and installed by the Contractor shall, if found defective, be replaced with sound material
GENERAL CONDITIONS GC-22
GC-37.0 MATERIAL SUPPLIED BY THE OWNER (continued)
by the Contractor. The Contractor shall, at his own expense, furnish supplies, labour and facilities necessary to remove the defective material and install the sound material in a satisfactory manner.
GC-38.0 STORAGE FACILITIES AND USE OF PREMISES
38.1 The Contractor may use such facilities and areas as the Owner may be willing and able to designate for the storage of material and equipment for the job, without charge to the Contractor.
38.2 Should the Contractor require additional facilities or areas he shall make all the necessary arrangements with the owners and occupants of such other facilities or areas and shall pay all rentals and all damages caused by such occupancy and shall furnish good and sufficient releases by the owners or occupants of such land or premises, before Final Payment is made to him under the Contract.
38.3 The Contractor shall confine his apparatus, the storage of materials and the operations of his workmen to limits indicated by law, bylaws, permits or directions of the Engineer and shall not unreasonably encumber the premises with his materials.
38.4 The Contractor shall enforce regulations regarding signs, advertisements, fires, smoking, and storage of inflammable material.
38.5 The Contractor shall not load or permit any part of a structure to be loaded in any way that will endanger its safety.
GC-39.0 SHOP DRAWINGS
39.1 The Contractor shall arrange for the preparation of clearly identified Shop Drawings and submit Shop Drawings in one of the following forms:
a. One (1) copy of a reproducible transparency plus two (2) prints, or b. Two (2) prints to be retained by the Engineer plus the number of copies required by the Contractor.
39.2 Shop Drawings shall be accurately drawn to scale sufficiently large to show all pertinent features of the item and its method of connection to the Work, and shall have sufficient space for the Contractor’s stamp and the Engineer’s stamp.
39.3 Shop Drawings shall be in accordance with the International System of Units (S.I.) metric units.
GENERAL CONDITIONS GC-23
GC-39.0 SHOP DRAWINGS (continued)
39.4 Prior to submission to the Engineer, the Contractor shall review all Shop Drawings. By this review the Contractor represents that he has determined and verified all field measurements, field construction criteria, materials, catalogue numbers and similar data or will do so, and that he has checked and coordinated each Shop Drawing with the requirements of the Work and of the Contract Documents. The Contractor’s review of each Shop Drawing shall be indicated by stamp, with the date and signature of a responsible person.
39.5 The Contractor shall submit Shop Drawings to the Engineer for his review with reasonable promptness and in orderly sequence so as to cause no delay in the Work or in the work of other Contractors. If either the Contractor or the Engineer so requests, they shall jointly prepare a schedule fixing the dates for submission and return of Shop Drawings. At the time of submission, the Contractor shall notify the Engineer in writing of any deviations in the Shop Drawings from the requirements of the Contract Documents.
39.6 The Engineer will review and return Shop Drawings in accordance with a schedule agreed upon, or otherwise with reasonable promptness. The Engineer’s review shall be for conformity to the design concept and for general arrangement only and such review shall not relieve the Contractor of responsibility for errors or omissions in the Shop Drawings or of responsibility for meeting all requirements of the Contract Documents unless a specific deviation on the Shop Drawings has been approved in writing by the Engineer.
39.7 The Contractor shall make any changes in Shop Drawings which the Engineer may require consistent with the Contract Documents, and resubmit unless otherwise directed by the Engineer. When resubmitting, the Contractor shall notify the Engineer in writing of any revisions other than those requested by the Engineer.
39.8 Each Shop Drawing will be stamped by the Engineer with the following form of stamp;
REVIEWED ( ) REVIEWED AS MODIFIED ( ) REVISE AND RE-SUBMIT ( ) NOT REVIEWED ( )
This review, by TRUE Consulting Group, is for the sole purpose of ascertaining conformance with the general design concept. This review shall not mean that TRUE Consulting Group approves the detailed design inherent in the Shop Drawings, responsibility for which shall remain with the Contractor submitting same, and such review shall not relieve the Contractor of his responsibility for errors or omissions in the Shop Drawings, or of his responsibility for meeting all requirements of the Contract Documents. The Contractor is responsible for dimensions to be confirmed and correlated to the job site, for information that pertains solely to fabrication processes or to techniques of construction and installation and for coordination of the work of all subtrades.
GENERAL CONDITIONS GC-24
GC-40.0 REJECTED WORK
40.1 Defective Work, which has been rejected by the Engineer as failing to conform to the Contract Documents, whether the result of poor workmanship, use of defective products or damage through carelessness or other act of omission of the Contractor, and whether incorporated in the Work or not, shall be removed promptly from the premises by the Contractor and replaced or re-executed promptly at the Contractor’s expense.
40.2 Other Contractor’s work destroyed or damaged by such removals or replacements shall be made good promptly at the Contractor’s expense.
40.3 If, in the opinion of the Engineer, it is not expedient to correct defective Work or Work not done in accordance with the Contract Documents, the Owner may deduct from the Contract Price the difference in value between the Work as done and that called for by the Contract. The difference shall be determined in the first instance by the Engineer.
GC-41.0 USE OF COMPLETED PORTIONS OF THE WORK
41.1 The Owner shall have the right to take possession of and use any completed or partially completed portions of the Work, notwithstanding that the time for completing the entire Work or such portions of the Work may not have expired; but such taking possession of and use shall not be deemed an acceptance of the Work.
41.2 If such prior use increases the cost of the Work, the Contractor shall be entitled to such compensation as the Engineer in the first instance may determine.
41.3 If a planned taking possession of and use of portions of the Work has been stipulated in the Contract Documents, then the Contractor shall have no claim for compensation on that account.
GC-42.0 SAMPLES
42.1 The Contractor shall submit for the Engineer’s approval such manufacturers’ samples as the Engineer may reasonably require. Samples shall be labelled as to origin and intended use in the Work and shall conform to the requirements of the Contract Documents.
GC-43.0 CLEANUP AND FINAL CLEANING OF WORK
43.1 The Contractor shall maintain the Work in a tidy condition, free from accumulation of waste products and debris caused by his own operations.
43.2 When the Work is fully completed, the Contractor shall remove all surplus products, tools, construction machinery and equipment. He shall also remove any waste products and debris, other than those caused by the Owner, other Contractors or their employees. He shall generally leave the Work site in a neat and orderly condition.
GENERAL CONDITIONS GC-25
GC-44.0 REMEDIES
44.1 The specific remedies to which the Contractor and the Owner may resort under the terms of the Contract Documents are cumulative and are not intended to be exclusive of any other remedies to which the Contractor and the Owner may be lawfully entitled in a case of breach or threatened breach of any covenant, term or provision of the Contract Documents.
44.2 The waiver by the Owner or Engineer of any breach of any covenant or condition in the Contract shall not be construed as a waiver of any future breach of the same terms of the Contract, and the approval of the Owner or Engineer of any act by the Contractor or Subcontractor requiring the Engineer or Owner’s approval shall not be construed as an approval to any subsequent similar acts by the Contractor or Subcontractor.
GC-45.0 CONFLICTS
45.1 In the event of an inconsistency or conflict between the provisions of the Contract Agreement, the Specifications and Drawings, the General Conditions or the Tender Form, or any other Documents or writings, then the governing documents shall take precedence in the following order:
1. Contract Agreement 2. Addenda 3. Special Provisions 4. Tender Form 5. General Conditions 6. Specifications 7. Design Drawings 8. Standard Drawings 9. Instructions to Tenderers 10. Other Documents and/or Writings
DIVISION 1 - GENERAL REQUIREMENTS SECTION 1A-SPECIAL PROVISIONS Page 1A-1 Project #534-283
DISTRICT OF LILLOOET WATER SOURCE REPLACEMENT PROJECT – SETON RIVER INTAKE
INDEX
ITEM PAGE
1A- 1.0 General 1A-2 1A- 2.0 Scope of Work 1A-2 1A- 3.0 Provisional Contract Sum 1A-2 1A- 4.0 Work Schedule and Project Site Meetings 1A-2 1A- 5.0 Contacts 1A-3 1A- 6.0 Materials On-Site 1A-3 1A- 7.0 Protection of Survey Monuments, Bench Marks and Layout 1A-3 1A- 8.0 Field Quality Control 1A-3 1A- 9.0 Dust Control 1A-4 1A-10.0 Location of Existing Utilities and Compensation for Related Work 1A-4 1A-11.0 Adjustment of Appurtenances 1A-5 1A-12.0 Shipping and Protection of Water Pipe 1A-5 1A-13.0 Interruption of Services – Water System Tie-ins 1A-5 1A-14.0 Traffic Control and Detours 1A-5 1A-15.0 Clean Up and Restoration of Project Site 1A-6 1A-16.0 Dewatering and Bioswale 1A-6 1A-17.0 Fish Salvage and Environmental Monitoring 1A-7 1A-18.0 Geotechnical Appendix Materials 1A-8
DIVISION 1 - GENERAL REQUIREMENTS SECTION 1A-SPECIAL PROVISIONS Page 1A-2 Project #534-283
1A- 1.0 General
1. These Special Provisions shall be read in conjunction with the Contract Documents and Specifications and shall take precedent over all other clauses and sections of these Contract Documents.
1A- 2.0 Scope of Work
1. The Contractor shall supply all labour, equipment and materials necessary to construct the works as shown on the design drawings, including cleanup and restoration of the work site.
2. Costs for mobilization and demobilization are incidental to the work; as such, specific payment will not be made for these items. The Tender Form quantities and prices are to be inclusive of mobilization and demobilization.
3. The Owner reserves the right to adjust the scope of work, including increase/decrease or deletion of quantities shown in the Tender Form. Provision of such alterations is detailed in the General Conditions, Section GC-17.0.
1A-3.0 Provisional Contract Sum
1. The Provisional Contract Sum shall be a fund used solely at the discretion of the Owner or his representative. These funds may be used for extra works other than those specified herein. Unused portions of the Provisional Contract Sum will revert back to Owner.
1A- 4.0 Work Schedule and Project Site Meetings
1. Prior to commencement of the Contract, the successful Bidder shall be required to submit a proposed Work Schedule showing clearly the intended progress for each week for the duration of the project.
2. The Contractor shall be responsible for the co-ordination and ordering of all materials and equipment required to complete the project in accordance with the Schedule.
3. The Contractor’s project site superintendent shall attend a weekly on-site project meeting with representatives of the Engineer, the Owner, and other utility operators as may be necessary. At each project site meeting, the Contractor shall review progress of the preceding week, intended operations during the following week and discuss/review appropriate measures and procedures to minimize nuisance and/or inconvenience to the public. Minimization of inconvenience and/or nuisance to the public shall be an important aspect of the Contractor’s operations and work plans.
4. Attendance by representatives of the Contractor at weekly site meetings shall be an incidental item to the work of this Contract and, accordingly, no specific or extra payment shall be made for the Contractor’s participation in weekly site meetings.
DIVISION 1 - GENERAL REQUIREMENTS SECTION 1A-SPECIAL PROVISIONS Page 1A-3 Project #534-283
1A-5.0 Contacts
1. District of Lillooet Phone – (250) 256-4289 Steve Hohner Fax – (250) 256-4288
2. TRUE Consulting Phone – (250) 828-0881 Steve Underwood, P. Eng. Fax – (250) 828-0717
1A- 6.0 Materials On-Site
1. No payment will be made to the Contractor for materials stored on-site. Payment will be made for installed materials only, in accordance with Tendered Unit and Lump Sum Prices of the Tender Form.
2. The Contractor shall be responsible for obtaining a suitable site for storage of his equipment, materials and other facilities necessary to undertake the work of this Contract. This storage location must be approved by the Owner.
1A- 7.0 Protection of Survey Monuments, Bench Marks and Layout
1. Any survey monuments and/or property iron pins damaged or removed by the Contractor by his operations which are deemed to be located outside of the site construction area shall be replaced by the Contractor at his expense.
2. The Contractor shall be responsible for all construction layout from given reference points. A digital design file (AutoCAD format) will be provided by the Engineer for use by the Contractor.
3. If checking of the layout by the Engineer reveals errors in layout, the cost of the Engineer’s survey crew (based on actual hours required to survey) will be subtracted from the monthly progress payment.
1A- 8.0 Field Quality Control
1. The Owner will retain the services of an independent testing agency and pay for the testing of the following, providing the test results meet the minimum specifications set forth by the Engineer.
a) Field density tests for compaction and Standard Proctor Density curves of trench backfill, foundation preparation and road base materials. b) Coring and density testing of finished asphalt surface.
2. The cost of failed tests because of non-compliance of the work with the minimum requirements of materials and workmanship shall be paid for by the Contractor. The costs of these extra tests will be calculated by the Engineer, based on the invoices submitted to the Owner for testing and will be subtracted from the monthly progress payment.
3. The Contractor shall supply all materials and pay for all pressure testing, infiltration and exfiltration testing of pipelines, as specified in Division 2 – Site Work.
DIVISION 1 - GENERAL REQUIREMENTS SECTION 1A-SPECIAL PROVISIONS Page 1A-4 Project #534-283
1A- 9.0 Dust Control
1. The Contractor is responsible for dust control. Water for dust control will be supplied at no cost to the Contractor at hydrants adjacent to the works. The Contractor shall supply all hydrant wrenches, fittings, valves, hoses as required for his work and utilize a certified backflow preventer. All fittings must be removed from the hydrant at the end of the work day with hydrant caps re-installed.
2. The Contractor must maintain adequate dampness on all “disturbed” areas of the Contract so as to prevent unnecessary dust.
3. When requested by the Engineer or the Owner, the Contractor shall provide and undertake dust control measures on non-working days including but not specifically limited to weekends (Saturdays and Sundays) and statutory holidays.
4. Dust control shall be an incidental item to the work of the Contract and, accordingly, no specific or extra payment shall be made for dust control.
5. Dust levels will be deemed to be unacceptable if the Owner or Engineer deems them to be unacceptable or if the Owner receives any complaints from residents concerning dust.
1A-10.0 Location of Existing Utilities and Compensation for Related Work
1. The design drawings show the approximate location of known existing utilities such as watermains, gas mains, sewer, storm sewers, etc. However, other services may exist and the Contractor shall use care and caution in his excavation operation so as not to break any existing services.
2. Existing services and structures include pipes, culverts, ditches, poles, or other items which are part of an existing drainage or water system, or are part of a gas, power, telephone, T.V. or other program.
3. The Contractor shall establish the locations and state of use of all existing utilities that may represent a conflict to the work of this contract. The contractor shall supply all labour and materials necessary to locate, protect, remove and/or replace existing utilities.
4. The Contractor shall include in his Unit Prices, any additional expense that may be incurred in doing additional work made necessary by the presence of existing piping, structure, pole-lines, trees, fences, culverts, drainage ditches, or any other above or below ground obstacles and utilities which are encountered during the course of construction.
5. The Contractor will be responsible for any damage that may arise, as a result of the Contractor’s negligence in failing to locate and protect these utilities.
6. The Contractor is responsible for the co-ordination of his work with all utility companies as well as the Owner.
DIVISION 1 - GENERAL REQUIREMENTS SECTION 1A-SPECIAL PROVISIONS Page 1A-5 Project #534-283
1A-11.0 Adjustment of Appurtenances
1. Payment will be made for the adjustment to grade of existing utility appurtenances such as curb stops, valve boxes, manholes, catch basins, etc. only where provisions for payment are made in the Tender Form.
2. Where no provisions are made in the Tender Form for payment for utility grade adjustment in a specified work area, adjustment of utility appurtenances shall be considered as an incidental item to other components of the work (i.e. matching grade/crossfall to finished asphalt/gravel).
1A-12.0 Shipping and Protection of Water Pipe
1. All water distribution pipes shall be capped or bagged at both ends prior to leaving its place of manufacture. This requirement is intended to minimize possible contamination of the pipe associated with foreign material, vandals, rodents, etc. Pipe caps must remain in place until immediately prior to pipe placement in the trench.
1A-13.0 Interruption of Services – Water System Tie-ins
1. The Contractor shall perform the work in a manner satisfactory to the Owner and maintain access to any essential appurtenances or any system encountered, if requested by the Engineer.
2. For construction of the water system tie-ins, the Contractor shall give the Owner forty- eight (48) hours notice in writing with the estimated interruption schedule given in detail. The Owner will advise the Contractor which properties will be affected by the water service interruption. The tie-ins shall be undertaken expeditiously by the Contractor so that the period of water service interruption does not exceed six (6) hours. The Contractor shall be responsible for notifying all properties in writing at least 24 hours prior to the shutdown; this notification must be approved by the Owner prior to distribution.
3. Actual shutdown or operation of the existing system will be done by the Owner.
4. During tie-ins to existing watermains, great care must be taken to ensure no foreign substances enter the watermain. If material enters the pipe, the Contractor will be responsible to isolate the supply watermain and remove the foreign material (by whatever means necessary), followed by satisfactory flushing, disinfection and testing procedures to AWWA standards on the contaminated section of watermain. Costs for such measures will be borne by the Contractor.
1A-14.0 Traffic Control and Detours
1. The Contractor shall prepare a traffic control plan which must be approved by the Owner prior to work commencing.
2. The Contractor shall supply traffic control personnel as required to direct traffic to the satisfaction of the Engineer and the Owner.
DIVISION 1 - GENERAL REQUIREMENTS SECTION 1A-SPECIAL PROVISIONS Page 1A-6 Project #534-283
1A-14.0 Traffic Control and Detours (continued)
3. Road closure and detour signage shall be placed where required and signed “Local Traffic Only”.
4. Local road closures shall be permitted only during the time that the Contractor’s equipment and personnel are on-site constructing works. At the end of each working day, access though the construction area for local traffic shall be provided. The Contractor shall be responsible for all necessary temporary detours, barricades, working lights, signs, etc. to the satisfaction of the Engineer and the Owner to maintain safety to vehicular traffic.
5. Any and all detours of traffic around a construction area shall be approved prior to institution by both the Owner and the Engineer. The Contractor may be required to advertise in advance any proposed road closures and/or detours in the local newspaper and/or on the local radio station.
6. It shall be the responsibility of the Contractor to advise representatives of local emergency services including but not specifically limited to fire, ambulance and police and school district of detour plans that have been approved by the Owner and the Engineer.
7. All traffic control measures as specified herein, including traffic control signage, detours, liaison with the public, etc. are considered as an incidental item to the Contract and, therefore, no specific payment will be made for traffic control related items.
8. Failure to adhere to the approved traffic control plan will result in the issuance of a stop work order.
1A-15.0 Clean Up and Restoration of Project Site
1. The Contractor will be required to clean and restore the entire project site area prior to issuance of a Final Completion certificate.
2. This work shall include but not be limited to removal of all waste materials and garbage, sign restoration, etc.
1A-16.0 Dewatering and Bioswale
1. Construction of the areas between the intake and the lift station is expected to occur in saturated conditions.
2. The necessity of dewatering of work areas will be at the discretion of the Contractor.
3. Treatment of the waters removed from the work areas shall be provided should the removed waters have a turbidity higher than that of the water body that will receive them.
DIVISION 1 - GENERAL REQUIREMENTS SECTION 1A-SPECIAL PROVISIONS Page 1A-7 Project #534-283
1A-16.0 Dewatering and Bioswale (continued)
4. Treatment of removed waters shall be performed via a siltation pond and bioswale constructed of naturally filtering or synthetic materials and earthen berms.
1A-17.0 Fish Salvage and Environmental Monitoring
1. The Owner will be supplying an environmental monitor to perform a fish salvage during the isolation and dewatering of the area of works within the Seton River.
2. The Contractor shall coordinate works with the monitor.
3. Contractor shall ensure that all construction activities will adhere to the recommendations laid out in the “Seton Intake Environmental Assessment and Environmental Management Plan”, by I.C. Ramsay and Associates which is included as Appendix A.
1A-18.0 Geotechnical Appendix Materials
1. Reports attached in the appendices are intended to provide an approximate profile of the soils that may be encountered during the constructions activities of this contract.
2. Conditions other than those outlined in the following reports may exist in the field.
3. Reports attached in the appendices regarding the soil profile include:
Appendix B: “Well Drilling and Completion Report: Seton Fan 300mm Diameter Production Wells, District of Lillooet, B.C.” by Western Water Associates Ltd., dated January 2012
Appendix C: “Water Treatment Facility Lillooet, BC Geotechnical Investigation Report” by Westrek Geotechnical Services Ltd., dated January 14, 2012.
DIVISION 1 - GENERAL REQUIREMENTS SECTION 1B - GENERAL SPECIFICATIONS Page 1B-1
DIVISION 1 - GENERAL REQUIREMENTS SECTION 1B - GENERAL SPECIFICATIONS INDEX
ITEM PAGE
1B-1.0 GENERAL 1B-1
1B-1.1 Scope 1B-2 1B-1.2 Contract Drawings and Specifications 1B-2 1B-1.3 Contours and Profiles 1B-2 1B-1.4 Codes and Standards 1B-3 1B-1.5 Temporary Structures and Storage Sites 1B-3 1B-1.6 Project Materials 1B-3 1B-1.7 Contractor Workforce 1B-4 1B-1.8 Site Maintenance 1B-4 1B-1.9 Dust Control 1B-5 1B-1.10 Clean-up 1B-5 1B-1.11 Existing Utilities 1B-5 1B-1.12 Surveys 1B-6 1B-1.13 Explosives and Blasting 1B-7 1B-1.14 Holidays and Hours of Work 1B-8 1B-1.15 Construction Safety Measures 1B-8 1B-1.16 Daily Work Record 1B-8 1B-1.17 Testing 1B-9 1B-1.18 Site Meetings 1B-10 1B-1.19 Survey Control 1B-10 1B-1.20 Inspection 1B-10 1B-1.21 Measurement for Payment 1B-11
DIVISION 1 - GENERAL REQUIREMENTS SECTION 1B - GENERAL SPECIFICATIONS Page 1B-2
DIVISION 1 - GENERAL REQUIREMENTS SECTION 1B - GENERAL SPECIFICATIONS
1B-1.0 GENERAL
1B-1.1 Scope
1. This section shall refer to the general requirements of this Contract and shall read in conjunction with each and every subsequent division and section found in these Contract Documents.
1B-1.2 Contract Drawings and Specifications
1. The location of the work together with the details for the construction shall be as shown on Contract Drawings and/or as described in the Specification. The drawings together with the Specifications form a part of the Contract. Figured dimensions on drawings take precedence over scaled distances and dimensions.
2. In the event of discrepancy between the Contract Drawings and the Specifications, the decision of the Engineer shall be final. The figured dimensions on the plans are taken to be correct, but the Contractor shall be required to check carefully all dimensions of structures and locations prior to commencing work thereon. Should any errors be discovered prior to, or during the course of the work, the Engineer’s attention shall be called to same and the proper correction made.
3. The work under all sections of these documents and unless otherwise stated shall include supply of all labour, equipment, materials, and services necessary to supply, construct and complete the work as specified herein. The intent of the Specifications is that a complete job is called for, and that the work shall not be deemed complete until the works are approved to be operating satisfactorily and accepted by the Engineer.
4. The Contractor shall instruct all sub-trades to read these General Specifications. Although these Specifications are separated into titled sections, such sections shall not operate to make the Engineer an arbitrator to establish limits of the Contracts between the Contractor and the Sub-Contractors, nor is it intended that the work of that trade is necessarily limited to, nor inclusive of, all work set forth in that particular section. It is the Contractor’s responsibility to delegate and coordinate the work of all trades to produce a complete working project without delay.
1B-1.3 Contours and Profiles
1. Where contours or profiles of the area are shown on the Contract Drawings, they are believed to be reasonably accurate but are not absolutely so. DIVISION 1 - GENERAL REQUIREMENTS SECTION 1B - GENERAL SPECIFICATIONS Page 1B-3
1B-1.3 Contours and Profiles (cont’d)
Contour or profile elevations shown or specified within these Contract Documents are geodetic unless stated otherwise.
1B-1.4 Codes and Standards
1. All work shall be performed in accordance with the National Building Code of Canada. Materials and workmanship must conform or exceed applicable standards of the Canadian Government Specifications Board, Canadian Standards Association (CSA), American Society for Testing and Materials (ASTM) and other referenced organizations. Standards or codes not dated shall be deemed the edition in force at the time of Tender Submission.
1B-1.5 Temporary Structures and Storage Sites
1. The location and erection of temporary structures and storage sites by the Contractor shall be subject to the approval of the Engineer. The Contractor shall arrange the lease or rental of the property with its Owner, prior to storing of materials or the establishment of any temporary structure.
2. The Contractor shall maintain the temporary structures and storage sites in good order, and on completion of the work shall remove all temporary structures, materials, rubbish and debris from the site. The property shall be left in the same condition as originally found or in a condition satisfactory to the Owner and Engineer.
3. The Contractor shall provide sanitary facilities for his workforce in accordance with the governing regulations. These facilities shall be maintained in a clean and sanitary condition in accordance with the Local Health Regulations.
4. The Contractor shall arrange for the installation of whatever utility he may require. These utilities shall be made available to the Engineer without extra compensation.
1B-1.6 Project Materials
1. The Contractor shall be responsible for the delivery, safe handling and storage of materials furnished or accepted by him, until they have been incorporated into the work. He shall assume all public or private liability for all materials that have been delivered to him. Responsibility of the Contractor for materials furnished by the Owner shall begin at the point of delivery thereof to the Contractor. Materials already on-site shall become the Contractor’s responsibility 48 hours after the date of the award of the Contract. DIVISION 1 - GENERAL REQUIREMENTS SECTION 1B - GENERAL SPECIFICATIONS Page 1B-4 1B-1.6 Project Materials (Cont’d)
2. The Contractor shall examine all material furnished to him at the time of delivery and shall reject all defective material. Any material installed and found defective prior to final acceptance of the work shall be replaced by the Contractor at no additional cost to the Owner.
3. Where the Specifications contain an “or equal” clause or permit a substitute material, a written request for the “or equal” shall be submitted to the Engineer. Detailed drawings, specifications and other supporting data shall accompany the “or equal” request which shall clearly illustrate that the applied for “or equal” material meets or exceeds the material specified.
4. Applications for approval shall be submitted in duplicate and one copy will be returned to the applicant stamped and countersigned “APPROVED” if approval is granted. This approval only extends to those features covered by the submission and the material or equipment may subsequently be rejected if it fails to meet the specifications in other respects. No other act shall constitute approval.
5. All materials shall conform to the standard of quality specified within these Contract Documents. Upon request, the Contractor shall supply affidavits stating that the mill test certificates or laboratory test results on factory manufactured materials substantiate the quality of materials incorporated in the work.
1B-1.7 Contractor Workforce
1. It is to be the Contractor’s responsibility to coordinate all the work of the Contract and that it be performed in a conscientious and expeditious manner using good, sound, and acceptable construction procedures.
2. The Contractor shall have supervisory personnel on-site at all times during the construction period, that will monitor, organize and supervise the work. The Superintendents shall have the decision-making authority and shall be able to carry out a continuing liaison with the Engineer.
3. The Engineer shall have the authority to require the removal of any person employed on the work of the Contract, if the Engineer considers that person a hindrance to the successful completion of the works.
1B-1.8 Site Maintenance
1. During the construction period the Contractor must maintain the project on a continual basis. Site maintenance shall include: excavation and backfill limits, dust control, property access, clean-up, surface restoration, traffic control and barricading.
DIVISION 1 - GENERAL REQUIREMENTS SECTION 1B - GENERAL SPECIFICATIONS Page 1B-5 1B-1.9 Dust Control
1. The Contractor shall provide for and maintain dust control at all times wherever: the operation of any equipment necessary to execute the work contained in this Contract causes dust that becomes a nuisance to residents of the area;
bare soil conditions are created in performing work included in, or pertaining to this Contract.
2. The Engineer’s decision as to what provisions are required to maintain adequate dust control shall be final. There shall be no extra compensation for water, sprinkling equipment, or any other dust control measures taken.
1B-1.10 Clean-up
1. The Contractor shall conduct continuous clean-up and disposal operations that comply with local Municipal Regulations and Bylaws and Provincial and Federal Government Anti-pollution Laws.
2. The construction areas shall be maintained free of accumulations of excess or waste material and debris. By the end of each day the construction area shall be cleaned up to near original condition and by the end of the project all areas shall be restored.
3. The disposal of waste materials and rubbish by burning or burial on the site will not be permitted. The disposal of volatile wastes such as mineral spirits, oil, gas, or paint thinner into storm or sanitary sewer drains will not be permitted.
1B-1.11 Existing Utilities
1. Excavations near or adjacent to existing properties, utilities, structures, services, sidewalks, trees, power poles, etc. shall be done with due care and caution. The Contractor shall be responsible for and make good any resulting damage. The Contractor’s machinery shall be operated in such a way to prevent damage to life and property.
2. The existence and location of all utilities including both underground, surface and overhead utilities shown on the drawings is not guaranteed, nor is it guaranteed that all utilities which may be encountered are shown. Notwithstanding any other provisions of this Contract, the Contractor will be responsible for locating all the utilities and paying for any damage that he causes to them, or any property damage resulting from his encountering of them.
3. The Contractor shall notify the authority having jurisdiction over each utility one week in advance of his anticipated plan to carry out work in the vicinity of that utility. He shall also arrange, if required, for a representative of the utility company to be present at the time the work is being carried out, at no cost to the Owner. DIVISION 1 - GENERAL REQUIREMENTS SECTION 1B - GENERAL SPECIFICATIONS Page 1B-6 1B-1.11 Existing Utilities (Cont’d)
4. The Contractor shall protect and support all underground and surface structures and all utilities, utility services and appurtenances and all other obstructions that may be encountered during the construction of the project, at no extra cost to the Owner. Damage to any of these items shall be required and restored at the Contractor’s expense.
5. The Contractor shall adequately support the existing utility while crossing under it and shall backfill between the new utility and existing utility with sand compacted in not more than 6 inch layers.
6. The Contractor shall, when requested by the Engineer, excavate to determine the elevation and location of any utility which may cross the alignment of the proposed work at no extra cost to the Owner.
7. The Owner shall pay for any alterations to the existing utility or new work necessary, in the opinion of the Engineer, to facilitate the crossing of existing utilities which intersect the line of the new work; provided however that the Contractor cooperates with the provisions found in the preceding section for establishing locations of existing utilities. Authorization for the method of altering and the arrangements for payment shall be given in writing by the Engineer.
8. When utilities are to be moved, the Contractor shall arrange with the utility company or Owner for the alterations necessary and shall notify the Engineer of such arrangements. The Owner shall pay the moving of the utilities provided the Contractor cooperates with the provisions of Section 1B-1.11.6 for establishing locations of existing utilities.
1B-1.12 Surveys
1. The Contractor will be responsible for the field layout and staking of all existing or proposed utilities including sewer, water, power, telephone and roadways. The Contractor must have in his employ a qualified utility layout man that will prepare cut sheets and place alignment and grade stakes for the required municipal work.
2. The forms for preparing the cut sheets and grade sheets will be provided by the Engineer and must be completed in triplicate by the Contractor and submitted to the Engineer for approval. The Contractor must provide the completed cut sheet to the Engineer at least 24 hours prior to the start of the work for which the cut sheet and field layout has been prepared.
3. The Engineer will make “random checks” on the Contractor’s work and will check the layout to ensure that the intent of the Contract Documents and Drawings are adhered to. The Engineer will not be responsible for survey errors that are made by the Contractor during the course of his survey and layout duties. DIVISION 1 - GENERAL REQUIREMENTS SECTION 1B - GENERAL SPECIFICATIONS Page 1B-7
1B-1.12 Surveys (Cont’d)
4. Payment for sections of work that did not have cut sheet approval from the Engineer prior to their installation will not be approved until the Contractor has assured the Engineer as to the accuracy in alignment of the installed utility.
5. The Contractor shall provide the layout people, equipment and materials at no extra cost to the Owner. The Contractor shall provide the Engineer with assistance, as required, to aid him in checking the layout surveys and the grades of the installed utilities. The surveyors and the Engineer’s assistants provided by the Contractor shall be the same person or persons at all times for the project duration, or as otherwise approved by the Engineer.
6. The Engineer will make available to the Contractor, on request, the legal information required, the benchmarks required, and the preliminary survey work that has been prepared prior to Tender Call.
7. The Contractor shall bear the costs of re-establishing all survey pins or benchmarks that were damaged or destroyed by him during his construction operations.
8. If any questions should arise during the Contractor’s layout of the work or if the actual layout seems to contradict what is shown on the drawings and mentioned in the Contract Documents, or the layout of any utility wanders from a road right-of-way or easement, or if any obstruction exists along the line of the utility alignment, then the Contractor must cease his layout work and notify the Engineer immediately. The Engineer will then provide assistance to the Contractor in order to solve the discrepancy.
1B-1.13 Explosives and Blasting
1. The handling, storage, transportation and usage methods for explosives shall comply with all Municipal, Provincial and Federal Regulations. The Contractor shall use qualified personnel with a valid Blaster’s Ticket to undertake any blasting operations. The Contractor shall take complete responsibility for any damage that may result from the blast.’
2. Approved blasting signals shall be used at all times. All blasting shall be carried out to Workers’ Compensation Board Regulations.
3. When necessary to protect property or facilities, all blast areas shall be suitably covered with approved protective material in such a manner as to prevent projection of debris. The Contractor is fully responsible for the method used in blasting rock. DIVISION 1 - GENERAL REQUIREMENTS SECTION 1B - GENERAL SPECIFICATIONS Page 1B-8 1B-1.13 Explosives and Blasting (cont’d)
4. The quantity of explosives used shall be carefully controlled to prevent damage to rock behind and below the final grade lines and slopes.
5. If requested by the Engineer, the Contractor shall submit a drilling and loading pattern for blasting in advance of the drilling.
6. The Contractor shall have adequate Comprehensive General Liability Insurance endorsed for blasting operation to the value of that requested in the Special Provisions. The Contractor shall contract the various utility Owners to ensure that a conflict does not result when blasting.
1B-1.14 Holidays and Hours of Work
1. The Contractor shall not work on Sundays or on days normally observed as a holiday in a local area without the written approval of the local Municipal Government and the Engineer.
2. The regular hours of work of the Contractor within populated areas shall be restricted between the hours of 7:00 a.m and 6:00 p.m.
1B-1.15 Construction Safety Measures
1. The Contractor shall observe and enforce all construction safety measures as specified by the National Building Code of Canada, the Workers’ Compensation Board and applicable Municipal Regulations. In the event of conflict between any provisions of the above authorities, the most stringent provision shall apply.
1B-1.16 Daily Work Record
1. The Contractor shall maintain a daily record of the progress of the work from the date of the commencement of the work. This record shall be open to the Engineer’s inspection at all reasonable times and turned over to him on completion of the work. All pertinent data such as daily weather conditions, excavation work, pipe laying, backfilling, erection and removal of forms, concrete pours, sub-trade work, commencement and completion, etc., shall be recorded in this diary.
DIVISION 1 - GENERAL REQUIREMENTS SECTION 1B - GENERAL SPECIFICATIONS Page 1B-9
1B-1.17 Testing
1. The Contractor shall cooperate with the Engineer in the testing of the following:
soils-compaction and moisture content tests; concrete-slump, air entrainment and compressive strength test; watermain and appurtenances - pressure and leakage tests; sewermain and appurtenances - infiltration and exfiltration test.
2. The Contractor shall provide all equipment, tools, labour, materials and other incidental and miscellaneous items required to undertake the testing programs as specified within these Contract Documents.
3. The Contractor shall give the Engineer 24 hours notice prior to inspection and witnessing of tests conducted on watermains, sewermains and specialized equipment systems.
4. The Contractor shall have previously tested the watermain, sewermain or specialized equipment system prior to calling for the Engineer to ensure satisfactory test results.
5. The Contractor will be assessed the Engineer’s cost for re-witnessing tests that were initially unsuccessful.
6. Tests on watermains and sewermains will be done on sections of the overall system. A section will be defined as follows:
a) watermains: between two consecutive valves and shall include services and appurtenances; b) sewermains: between two consecutive manholes or manhole and cleanout and shall include services and appurtenances.
7. Tests on watermains, sewermains and specialized equipment systems may be conducted over more than one section, however, the overall test leakage rate for the combined section test shall not be greater than the lesser of the allowable tolerance calculated for each individual test section.
8. Testing of soils, gravel, asphalt and concrete will be carried out in accordance with the related sections of the Contract Documents.
the Owner shall pay for successful tests only. The cost unsuccessful tests will be the responsibility of the Contractor; the Engineer reserves the right to order the number and location of additional tests required, should initial tests fail to comply with the specifications herein; all material testing shall be made by a testing laboratory engaged by the Owner.
DIVISION 1 - GENERAL REQUIREMENTS SECTION 1B - GENERAL SPECIFICATIONS Page 1B-10 1B-1.18 Site Meetings
1. The Contractor shall attend regular site meetings as requested by the Engineer.
1B-1.19 Survey Control
1. The Engineer will be responsible for the accuracy of benchmarks and monuments designated as such to the Contractor. All horizontal and vertical measurements shall be given in metres and thousandths of a metre.
2. The Engineer will, upon 24 hours notice, either approve or disapprove the grade sheets and alignment of the Contractor’s layout work. The Engineer will not approve payment for work undertaken without his prior approval of the grade sheet and field layout for the work, and will not authorize payment until the Contractor has satisfied the Engineer as to the accuracy of the prematurely installed works.
3. The Engineer will undertake random checks of the Contractor’s layout work to satisfy himself as to the accuracy of the ongoing work.
1B-1.20 Inspection
1. All work undertaken by the Contractor shall be subject to inspection. The Contractor shall notify the Engineer not later than 24 hours in advance of the commencement of the work. Work done without notification may be required to be uncovered at the Contractor’s expense to allow proper inspection.
2. The Engineer reserves the right to order the discontinuance of the use of any equipment or construction procedure which does not or will not, in his opinion, produce the specified results, or which may cause property damage.
3. If any portion of the work is not being constructed properly in accordance with the Contract Documents, the Engineer reserves the right, upon issuance of notice in writing to the Contractor, to order the operations to be discontinued. No payment shall be made for work performed after such notice has been issued, until all necessary reparations to the work have been made and the Contractor is conducting his operations in accordance with the Contract Documents.
4. If any portion of the site is not being properly maintained in accordance with these Contract Documents, the Engineer will issue a written notice to the Contractor to have the required maintenance work done. If within four (4) hours after issuance of the written notice the required maintenance work has not been started, the Engineer shall have the right to have the required maintenance work done by others at the Contractor’s expense.
DIVISION 1 - GENERAL REQUIREMENTS SECTION 1B - GENERAL SPECIFICATIONS Page 1B-11 1B-1.21 Measurement for Payment
1. The quantities of work performed by the Contractor will be computed by the Engineer on the basis of measurements taken by him.
2. Full Contract amounts for each payment item found in the Schedule of Quantities shall only be paid after any section of the utility has been completely installed, in accordance with the measurement and payment clauses found in a subsequent section of this Contract Document. A percentage of the quantity of work done by the Contractor as decided by the Engineer will be deducted from each monthly progress estimate until the work is complete and ready to be put into service.
DIVISION 1 - GENERAL REQUIREMENTS SECTION 1C - ALTERNATIVES Page 1C-1
DIVISION 1 - GENERAL REQUIREMENTS SECTION 1C - ALTERNATIVES INDEX
ITEM PAGE
1C-1 Scope 1C-2
1C-2 Basis for Acceptance 1C-2
1C-3 Alternative Submission and Acceptance Prior to the Tender Closing 1C-2 Date
1C-4 Alternative Submission and Acceptance On the Tender Closing 1C-3 Date
1C-5 Alternative Submission and Acceptance After the Tender Closing 1C-3 Date and Award of the Contract
DIVISION 1 - GENERAL REQUIREMENTS SECTION 1C - ALTERNATIVES Page 1C-2
DIVISION 1 - GENERAL REQUIREMENTS SECTION 1C - ALTERNATIVES
1C-1 Scope
This specification refers to Alternative materials, systems, and/or construction procedures that the Contractor might propose to use in the execution of the Work under this Contract.
1C-2 Basis for Acceptance
Acceptance or rejection of alternatives will be based on an evaluation by the Engineer which will consider:
a) Cost savings to the Owner.
b) Equivalent or superior performance to the materials, and/or systems specified in the Contract Documents.
c) Compatibility with other components of the Work.
d) Effects on the proposed Construction Schedule and the progress of the Work.
1C-3 Alternative Submission and Acceptance Prior to the Tender Closing Date
1. If an alternative material or system is proposed prior to the Tender Closing Date, an application requesting approval of the alternative shall be made in writing to the Engineer a minimum of seven (7) days preceding the Tender Closing Date.
2. The submission shall include specification sheets and other product or system data which substantiates the equivalency of the alternative requested.
3. The Engineer will evaluate the alternative submission and issue acceptance in writing within five (5) days of Tender Closing Date. Notification of the acceptance may be issued in the form of an Addendum to the Tender Documents. DIVISION 1 - GENERAL REQUIREMENTS SECTION 1C - ALTERNATIVES Page 1C-3
1C-4 Alternative Submission and Acceptance On the Tender Closing Date
1. A request for alternatives may be submitted at the time of the Tender Closing. This alternative submission shall clearly set out the following:
exact alternative materials or systems proposed with clear description of which Tender Form items the proposed alternatives will affect. specification sheets or other data substantiating the equivalency of the alternatives requested. in a format consistent with the Tender Form, a statement of cost savings to be achieved by the alternative proposed.
2. When an alternative is submitted at the time of Tender without prior approval of the Engineer in writing, the Tender Form and related documents shall be completed on the basis of the Contract Documents and the systems and materials as specified.
3. The alternative submission will be evaluated by the Engineer after the Tender Closing Date. The Contractor will be advised in writing of the acceptance or rejection of the alternatives proposed together with documentation defining Contract Award. If the alternative is accepted, the Contract Documents shall be revised to reflect the alternative proposed together with revisions to the Tender Form payment items offered by the Contractor at the time of Tender submission.
1C-5 Alternative Submission and Acceptance After the Tender Closing Date and Award of Contract
1. A request for alternatives shall be made in writing to the Engineer supported by documentation as described in Item 1C-3 of these specifications. In addition to the technical documentation, the Contractor shall provide information on cost savings which will result from acceptance of the alternative.
2. The alternative will be evaluated by the Engineer in accordance with Item 1C-2 of these specifications.
3. If accepted, the Contractor will be notified in writing by the Engineer in the form of a Change Order with the cost savings in relation to items in the Tender Form defined.
Tenders will be evaluated under full consideration of adopted alternatives.
DIVISION 2 - SITEWORK SECTION 2A - EARTHWORK Page 2A-1 DIVISION 2 - SITEWORK SECTION 2A - EARTHWORK INDEX ITEM PAGE
2A-1.0 GENERAL 2A-2
2A-1.1 Scope 2A-2 2A-1.2 Related Specifications 2A-2
2A-2.0 MATERIALS 2A-2
2A-2.1 General 2A-2 2A-2.2 Topsoil 2A-2 2A-2.3 Rock 2A-2 2A-2.4 Common Excavation 2A-3 2A-2.5 Common Borrow 2A-3 2A-2.6 Select Fill 2A-3 2A-2.7 Waste Material 2A-3
2A-3.0 PREPARATION FOR EARTHMOVING 2A-3
2A-3.1 Scope of Work 2A-3 2A-3.2 Clearing, Grubbing, and Site Preparation 2A-3 2A-3.3 Disposal of Materials 2A-4 2A-3.4 Stripping and Storing Topsoil 2A-4
2A-4.0 EXCAVATION AND EMBANKMENT 2A-4
2A-4.1 Scope of Work 2A-4 2A-4.2 Embankment Construction and Compaction 2A-4 2A-4.3 Rock Excavation 2A-5 2A-4.4 Cut and Fill Slopes 2A-6
2A-5.0 BORROW PITS 2A-6
2A-5.1 General 2A-6
2A-6.0 TESTING 2A-7
2A-6.1 General 2A-7
2A-7.0 MEASUREMENT AND PAYMENT 2A-7
2A-7.1 Clearing and Grubbing 2A-7 2A-7.2 Topsoil Removal 2A-7 2A-7.3 Common Excavation 2A-8 2A-7.4 Waste Materials 2A-8 2A-7.5 Common Borrow 2A-8 2A-7.6 Embankment Construction 2A-9 2A-7.7 Select Fill 2A-9 2A-7.8 Blast Rock and Rippable Rock 2A-9 DIVISION 2 - SITEWORK SECTION 2A - EARTHWORK Page 2A-2 DIVISION 2 - SITEWORK SECTION 2A - EARTHWORK
2A-1.0 GENERAL
2A-1.1 Scope
1. This section refers to clearing and grubbing, excavation, construction of embankments, and miscellaneous grading.
2A-1.2 Related Specifications
1. 1B - General Specifications 2. 2B - Trench Excavation and Backfill 3. 2K - Rock Blasting
2A-2.0 MATERIALS
2A-2.1 General
1. All materials shall be approved by the Engineer prior to the Contractor’s construction of the embankment area. All materials shall be classified according to the following categories:
2A-2.2 Topsoil
1. Shall be soil containing organic material, free of large roots, and free of cobbles (25mm maximum diameter) and which, in the opinion of the Engineer, is suitable for landscaping.
2A-2.3 Rock
1. Blast Rock is defined as any solid ledge rock formations of homogeneous sedimentary, igneous or metamorphic material which cannot be excavated or removed by an Excavator of 38,400 kg (equivalent to 235 Cat) with a single tooth ripper which, in the opinion of the Engineer, requires drilling and blasting for removal, and detached boulders of 1 cu.m or more which cannot be removed by means of heavy duty mechanical excavating equipment having a bucket. Frozen materials are not classified as rock.
2. Rippable Rock shall include all forms of rock that can be loosened and removed with ripping equipment. Ripping equipment shall consist of a machine of size and power equivalent to a Caterpillar D-8-H equipped with a double tooth parallelogram ripper, or in trenching, an Excavator of 38,400 kg (equivalent to 235 Cat) with a single tooth ripper.
3. Boulders shall include detached masses of rock with a volume of one (1) cubic metre or greater. DIVISION 2 - SITEWORK SECTION 2A - EARTHWORK Page 2A-3 2A-2.0 MATERIALS (Cont’d)
2A-2.4 Common Excavation
1. Common Excavation shall be any material which is not topsoil, blast rock, rippable rock, boulders, or waste material.
2A-2.5 Common Borrow
1. Common borrow shall consist of sandy or silty clay, silty sand, pitrun gravel, or fragmented blast rock, obtained from borrow pits. Common borrow material shall be free of topsoil, organic materials, and debris. The use of common borrow material will only be permitted for use after the source of common excavation material has been depleted, unless otherwise instructed by the Engineer.
2A-2.6 Select Fill
1. Select fill shall consist of imported, graded, granular materials supplied by the Contractor in accordance with the gradation specified, or as instructed by the Engineer. The use of selected fill material shall be only at the written authorization of the Engineer.
2A-2.7 Waste Material
1. Waste material shall consist of excess common material, or material which is unsuitable for embankment construction due to saturated, unstable, or otherwise unsuitable characteristics as determined by the Engineer.
2A-3.0 PREPARATION FOR EARTHMOVING
2A-3.1 Scope of Work
1. The Contractor shall supply all material, labour, and equipment necessary to clear and prepare the site prior to earthmoving.
The Contractor shall not begin excavation and embankment operations until the preparation operations have been approved by the Engineer.
2A-3.2 Clearing, Grubbing, and Site Preparation
1. Working within the approved stakes, the Contractor shall clear and grub the work site of foreign material, vegetation, and designated trees, or as instructed by the Engineer. All merchantable timber shall be the property of the Contractor and shall be marketed in accordance with Forestry regulations. All vegetative cover shall be removed immediately prior to construction activities. Trees and special areas to be preserved shall be clearly marked to avoid damage. Damaged trees shall be replaced.
DIVISION 2 - SITEWORK SECTION 2A - EARTHWORK Page 2A-4 2A-3.0 PREPARATION FOR EARTHMOVING (Cont’d)
2A-3.3 Disposal of Materials
1. All unwanted materials, and those derived from the clearing and grubbing operations, shall be disposed of at a site designated by the Contractor, and approved in writing by the Engineer.
2. If the unwanted material is to be disposed of by burning, then the Contractor shall obtain the necessary permits, and shall abide by the rules of the permits in the burning operation.
2A-3.4 Stripping and Storing Topsoil
1. The Contractor shall remove and store topsoil away from the working area. Care shall be taken in removing the topsoil to avoid mixing with the sub-soil or other materials. The topsoil shall be placed in stockpiles in areas designated by the Engineer.
2A-4.0 EXCAVATION AND EMBANKMENT
2A-4.1 Scope of Work
1. The Contractor shall supply all material, labour, and equipment necessary for excavating and construction of embankments.
2. The Contractor shall undertake all excavation and embankment procedures in accordance with the stakes, the cross-sections shown on the Contract Drawings, the Engineer’s instructions, and the Contract Documents.
3. The Contractor shall not disturb in any manner, areas that fall outside the lines established by the Contractor’s approved stakes.
4. The Contractor will be assessed replanting damages by the Engineer for unnecessary disruption to areas, or for causing damage to areas that fall outside the lines established by the Contractor’s approved stakes.
2A-4.2 Embankment Construction and Compaction
1. Embankments shall be constructed by placing, shaping, and compacting approved materials as specified in this specification. All materials placed in embankments shall be bladed smooth in level layers not exceeding 300mm maximum depth over the entire embankment area, and placed in successive uniform layers.
2. When embankments are to be made on hillsides, or where a new fill is to be added to an existing embankment, the slopes of the original ground or embankment (with the exception of rock embankments) shall be terraced or stepped before the new fill is placed.
DIVISION 2 - SITEWORK SECTION 2A - EARTHWORK Page 2A-5 2A-4.0 EXCAVATION AND EMBANKMENT (Cont’d)
2A-4.2 Embankment Construction and Compaction (Cont’d)
3. Each layer shall be compacted with approved equipment to 95% of Standard Proctor Density, or as noted in the Special Provisions.
4. The Contractor shall have adequate watering and compaction equipment required to efficiently and properly compact the material at the rate the material is being hauled to the embankment area.
5. The embankment shall be constructed with adequate drainage protection. Should the embankment become damaged or saturated by rain, flooding, or other effects, the Contractor shall repair, scarify, or undertake whatever measures are required to restore the embankment to the moisture and compaction requirements of these specifications at the Contractor’s expense.
6. Unsuitable materials encountered in the excavation areas, or at the subgrade elevation of the embankment, shall be excavated and wasted at sites designated by the Contractor and approved by the Engineer. Where required, the waste material shall be replaced with common borrow or select fill as directed by the Engineer.
7. Over-excavations shall be rebuilt to grade with an approved material and compacted to the satisfaction of the Engineer at the expense of the Contractor.
8. At transition sections where the profile changes from embankment to cut, the natural slope (except solid rock slopes) shall be excavated to a depth of one (1) metre and replaced with suitable material for a distance of 15 metres to minimize future differential settlement.
9. A tolerance of constructed elevations with respect to design elevations ±50mm will be permitted on all areas except road carriageways and parking lots, where the allowable tolerance is ±25mm.
2A-4.3 Rock Excavation
1. Rock excavations shall be undertaken in accordance with the Contract Drawings, these specifications, and as directed by the Engineer. Rock cuts shall be excavated to a reasonably smooth and uniform surface. All rock cuts shall be brought to subgrade by backfilling with common excavation material.
2. Complete and continuous precautions shall be taken by the Contractor during blasting operations to prevent any damage to persons, vehicles, power or communication lines, structures, or other installations by reason of concussion, vibration, or flying material. The following precautions shall be taken.
a. The explosives shall be carefully controlled so that blasts shall not damage the rock behind the final grade lines and slope lines. DIVISION 2 - SITEWORK SECTION 2A - EARTHWORK Page 2A-6 2A-4.0 EXCAVATION AND EMBANKMENT (Cont’d)
2A-4.3 Rock Excavation (Cont’d)
b. If required by the Engineer, the Contractor shall submit a drilling and loading pattern for blasting in advance of drilling.
c. Approved blasting signals shall be used at all times. All blasting shall be carried out to Workers’ Compensation Board Regulations.
d. Where necessary to protect property or facilities, all blasting shall be suitably covered with approved protective material in such a manner as to prevent projection of debris. The Contractor is fully responsible for the method of blasting used.
3. Overbreak in solid rock shall be material excavated, displaced, or loosened outside the specified lines regardless of whether the overbreak is due to the inherent characteristics of the rock formation or to any other cause.
Overbreak shall be removed and disposed as directed by the Engineer, and approved backfill placed in the resulting excavation.
2A-4.4 Cut and Fill Slopes
1. Unless otherwise specified, embankment slopes shall be constructed to a minimum slope of 1.5H:1V, and cut slopes shall be cut to a minimum of 1.5H:1V.
2. Rock slopes shall be constructed to a minimum slope of 0.25H:1V.
2A-5.0 BORROW PITS
2A-5.1 General
1. Unless specified otherwise within the Special Provisions, the Contractor shall locate suitable borrow pits for the supply of common borrow and select fill materials. The Contractor shall determine the quantity and quality of his intended source of supply of materials. Test results substantiating the quality of materials shall be submitted to the Engineer for his approval. The quantity of material will be determined by quantitative cross-sectional survey.
DIVISION 2 - SITEWORK SECTION 2A - EARTHWORK Page 2A-7 2A-6.0 TESTING
2A-6.1 General
1. A Standard Proctor Density determination shall be required for each type of material to be used in construction of an embankment. The frequency and type of compaction tests shall be at the discretion of the Engineer, but no more than as outlined below.
Embankments - one test per 300mm of fill per 500 square metres.
Subgrade - one test per 300 square metres of subgrade.
Soft Spot Repair - one test per 300mm of backfill (to a maximum of 100 square metres, and then embankment requirements apply).
2A-7.0 MEASUREMENT AND PAYMENT
1. Unless otherwise specified in the Contract Documents, measurement of earthworks will be done by the cubic metre, square metre by a defined depth, or by the tonne as outlined in the Schedule of Quantities.
2. Payment shall include all field layout, grade or cut/fill sheet preparation, equipment, labour, watering, dewatering, drainage protection of the work area, materials, royalties, pit development, proof rolling, cleanup, and all other incidental items to complete the work in accordance with the Contract Documents and Drawings.
2A-7.1 Clearing and Grubbing
1. The horizontal area cleared and grubbed shall be measured and calculated and the unit expressed in square metres or hectares.
2. Payment for clearing and grubbing shall be made at the Contract Unit Price per square metre or hectare.
2A-7.2 Topsoil Removal
1. Measurement of topsoil shall be measured with one of the two following methods:
a) Topsoil shall be considered as common excavation and shall be included with the calculations as described below.
b) Topsoil will be horizontally measured and payment made on a square metre basis. The average depth of the topsoil will be determined by field measurement by the Engineer. DIVISION 2 - SITEWORK SECTION 2A - EARTHWORK Page 2A-8 2A-7.2 Topsoil Removal (Cont’d)
2. Payment for topsoil shall include stockpiling at the site or sites designated by the Engineer, and shall be determined by one of the two following methods.
a) Topsoil shall be paid at the Contract Unit Price per cubic metre as common excavation, and shall be included in the common excavation volume.
b) Payment for topsoil removal shall be made at the Contract Unit Price per square metre, based on an average depth of topsoil determined by field measurement by the Engineer. The average depth of topsoil will be specified in the Contract Drawings and/or Contract Documents.
2A-7.3 Common Excavation
1. Common excavation will be measured by cross-sections from the ground line as it exists after clearing and grubbing operations have been completed. Quantities shall be measured in cubic metres to the neat lines staked. The method of average end areas shall be used to calculate volumes.
2. Payment for common excavation shall be made at the Contract Unit price per cubic metre.
2A-7.0 MEASUREMENT AND PAYMENT (Cont’d)
2A-7.4 Waste Materials
1. Quantities for waste materials will be measured in excavation as defined in 2A-7.3 for common excavation.
2. Payment for waste material shall be made at the Contract Unit Price per cubic metre for excavation and disposal.
2A-7.5 Common Borrow
1. Common borrow will be measured in excavation using the method outlined in 2A-7.3 for common excavation.
2. Payment for common borrow from on-site or off-site borrow pits shall be full compensation for excavation, royalties, transportation, and placement and compaction in accordance with the Contract Drawings and Documents. Payment shall be at the Contract Unit Price per cubic metre. There shall be no payment for overhaul of this material unless called for in the Schedule of Quantities.
DIVISION 2 - SITEWORK SECTION 2A - EARTHWORK Page 2A-9 2A-7.6 Embankment Construction
1. Embankment volumes will be measured as in-place, compacted materials expressed in terms of cubic metres within the lines and grades shown on the drawings. No payment will be made for material placed outside the design lines. Embankment volumes will be calculated by the Engineer using cross-sections surveyed by the Engineer.
2. Payment for embankment construction shall be at the Contract Unit Price per cubic metre in place. This payment shall be full compensation for royalties, loading, transportation, placing, and compacting. There shall be no payment for overhaul of this material.
2A-7.7 Select Fill
1. Unless otherwise stated in the Special Provisions, all select fill will be measured in-place and compacted using the method as described in 2A- 7.6 for embankment construction.
2. Payment for select fill shall be at the Contract Unit Price per cubic metre or per tonne (as outlined in the Schedule of Quantities) in-place. This payment shall also be full compensation for royalties, loading, transportation, dumping and placing. There shall be no payment for overhaul of this material.
2A-7.8 Blast Rock and Rippable Rock
1. a) All quantities for blast rock shall be calculated in cubic metres to the neat lines staked. Upon removal of overburden, cross- sections will be prepared. Quantities shall be computed in cubic metres by the method used in 2A-7.3 for common excavation.
b) Boulders over one cubic metre in volume shall be measured when exposed.
c) All quantities for rippable rock shall be considered as common excavation. No separate payment will be made for rippable rock.
2. Payment for blast rock, boulders, and rippable rock shall be made at the Contract Unit Price per cubic metre. DIVISION 2 - SITEWORK SECTION 2B - TRENCH EXCAVATION AND BACKFILL Page 2B-1 DIVISION 2 - SITEWORK SECTION 2B - TRENCH EXCAVATION AND BACKFILL INDEX
ITEM PAGE
2B-1.0 GENERAL 2B-2
2B-1.1 Scope 2B-2 2B-1.2 Related Specifications 2B-2
2B-2.0 PRODUCTS 2B-2
2B-2.1 Topsoil 2B-2 2B-2.2 Blast Rock 2B-2 2B-2.3 Rippable Rock and Boulders 2B-2 2B-2.4 Common Excavation Material 2B-3 2B-2.5 Waste Material 2B-3 2B-2.6 Imported Backfill 2B-3 2B-2.7 Native Backfill 2B-3 2B-2.8 Bedding 2B-4 2B-2.9 Subbase Gravel 2B-4 2B-2.10 Base Gravel 2B-4
2B-3.0 EXECUTION 2B-5
2B-3.1 Site Preparation 2B-5 2B-3.2 Existing Facilities 2B-5 2B-3.3 Shoring 2B-6 2B-3.4 Dewatering 2B-6 2B-3.5 Trench Excavation 2B-6 2B-3.6 Backfill Within the Pipe Zone 2B-7 2B-3.7 Backfill Above the Pipe Zone 2B-7 2B-3.8 Disposal of Waste and Surplus Material 2B-9 2B-3.9 Restoration 2B-9 2B-3.10 Inspection and Testing 2B-9
2B-4.0 MEASUREMENT FOR PAYMENT 2B-10
2B-4.1 General 2B-10 2B-4.2 Imported Backfill 2B-10 2B-4.3 Waste Material 2B-10 2B-4.4 Blast Rock 2B-10 2B-4.5 Rippable Rock 2B-10 2B-4.6 Bedding Material 2B-11 2B-4.7 Surface Restoration 2B-11 2B-4.8 Trench Excavation 2B-11
DIVISION 2 - SITEWORK SECTION 2B - TRENCH EXCAVATION AND BACKFILL Page 2B-2 DIVISION 2 - SITEWORK SECTION 2B - TRENCH EXCAVATION AND BACKFILL
2B-1.0 GENERAL
2B-1.1 Scope
1. This section refers to the excavation, maintenance, and backfill for trenches, sewer mains and services, watermains and services, and underground telephone, power, and cable services, and all related appurtenances.
2B-1.2 Related Specifications
1. 1B - General Specifications 2. 2C - Watermains and Appurtenances 3. 2D - Sewermains and Appurtenances 4. 2K - Rock Blasting
2B-2.0 PRODUCTS
2B-2.1 Topsoil
1. Topsoil shall be material containing organics, free of large roots and cobbles (25mm maximum diameter) and which, in the opinion of the Engineer, is suitable for landscaping.
2B-2.2 Blast Rock
1. For payment purposes, blast rock shall include:
solid ledge rock formations of homogeneous sedimentary, igneous or metamorphic material which, in the opinion of the Engineer, requires drilling and blasting, or breaking up with power operated hand tools for removal.
material which cannot be excavated, ripped, or removed by an Excavator of 38,400 kg (equivalent to 235 Cat) with a single tooth ripper and operated by a qualified operator.
2B-2.3 Rippable Rock and Boulders
1. Rippable trench rock shall include material which can be ripped and excavated with a 38,400 kg Excavator (equivalent to 235 Cat) with a single tooth ripper and operated by a qualified operator.
2. Boulders shall include detached masses of rock with a volume of one cubic metre or greater, and which can be excavated with a 38,400 kg Excavator (equivalent to 235 Cat) with a single tooth ripper and operated by a qualified operator. DIVISION 2 - SITEWORK SECTION 2B - TRENCH EXCAVATION AND BACKFILL Page 2B-3
2B-2.0 MATERIALS (Cont’d)
2B-2.4 Common Excavation Material
1. Common excavation material shall include material which is not topsoil, blast rock, rippable rock or boulders.
2B-2.5 Waste Material
1. Waste material shall include:
common excavation material which is unsuitable for trench backfill due to saturated or otherwise unstable characteristics.
broken pavement, organic debris, masonry, rock, frozen material, blast rock, rippable rock, or boulders which, in the opinion of the Engineer, are unsuitable for trench backfill.
2. Waste material shall be disposed in a location designated by the Engineer.
2B-2.6 Imported Backfill
1. Imported backfill shall be pitrun gravel, free from shale, clay, friable materials, organic matter and other deleterious substances.
2. Shall conform to the following gradation limits when tested in accordance with ASTM C136.
U.S. Standard - Sieve Size Gradation Limits % Passing by Weight 75mm (3 inch) 100% 25mm (1 inch) 50-85% 0.150mm (#100) 0-16% 0.075mm (#200) 0-8% (wet sieving)
2B-2.7 Native Backfill
1. Native backfill shall be common excavation material free of:
cobbles and angular rock fragments larger than 150mm nominal diameter.
roots, stumps or other materials which would prevent consolidation and compaction. DIVISION 2 - SITEWORK SECTION 2B - TRENCH EXCAVATION AND BACKFILL Page 2B-4
2B-2.8 Bedding
1. Bedding shall be in accordance with the Standard Drawings and the following designations.
Class A - concrete bedding in accordance with the Drawings.
Class B - imported sand bedding in the trench bottom, compacted in lifts to 95% Standard Proctor Density to a point 300mm above the crown of the pipe as shown on the Standard Drawings. Sand bedding shall be a clean, well graded sand with a maximum aggregate size of 6mm.
Class C - selected excavated materials to be compacted in 100mm lifts to 95% Standard Proctor Density to a point 300mm above the crown of the pipe, as shown on the Standard Drawings.
2B-2.9 Subbase Gravel
1. Shall be pitrun gravel approved by the Engineer.
2. Free of disintegrated or shattered, and thin and elongated rock pieces. Shall not contain organic material.
3. Shall conform to the following gradation limits when tested in accordance with ASTM C136.
U.S. Standard - Sieve Size Gradation Limits % Passing by Weight 75mm (3 inch) 100% 25mm (1 inch) 50-85% 0.150mm (#100) 0-16% 0.075mm (#200) 0-8% (wet sieving)
2B-2.10 Base Gravel
1. Shall be crushed gravel approved by the Engineer.
2. Free from wood wastes, roots, organic, and other objectionable material. DIVISION 2 - SITEWORK SECTION 2B - TRENCH EXCAVATION AND BACKFILL Page 2B-5
2B-2.10 Base Gravel (Cont’d.)
3. Uniformly graded conforming to the following gradation units:
U.S. Standard - Sieve Size Gradation Limits % Passing by Weight 19mm (3/4 inch) 100% 9.5mm (3/8 inch) 60-100% 4.75mm (#4) 40-80% 2.36mm (#8) 30-60% 1.18mm (#16) 20-45% .300mm (#50) 8-20% .975mm (#200) 2-9% (wet sieving)
4. A minimum of 60% of material retained on the 4.75mm sieve shall have at least two fractured faces. The percentage shall be determined by particle count.
2B-3.0 EXECUTION
2B-3.1 Site Preparation
1. Clear surface of roadway or ground within the excavation area and dispose of refuse material as directed by the Engineer.
2. Cut the pavement surface in straight lines parallel to the trench centreline. The cut edge of the pavement shall be a maximum of 50mm outside the top of the excavation.
3. Reusable surface material including topsoil and surface gravels, shall be windrowed away from the excavation area. These materials are to be replaced after the backfilling operation is completed.
2B-3.2 Existing Facilities
1. Prior to excavation, the locations of all structures, pipes, and other existing services are to be determined.
2. All excavation material will be stockpiled in a manner that will minimize the effect on pedestrian and vehicle traffic. No existing development shall be left without temporary access. When instructed by the Engineer, the Contractor shall provide all necessary flagpersons, barricades, signage, and warning lights.
3. All conflicting existing services shall remain in service and shall be protected from damage, at no cost to the owner.
DIVISION 2 - SITEWORK SECTION 2B - TRENCH EXCAVATION AND BACKFILL Page 2B-6 2B-3.2 Existing Facilities (Cont’d.)
4. Hydrants under pressure, valve pit covers, valve boxes, curb stop boxes, fire and police call boxes, and other utility controls shall be left unobstructed and accessible.
5. Gutters, ditches, and natural watercourses shall not be obstructed.
6. Excavated materials shall not be deposited over legal survey pins.
2B-3.3 Shoring
1. Shoring shall conform to the standards and regulations of the Workers’ Compensation Board.
2. Where shoring is required to be left permanently in place on the written order of the Engineer, it will be paid for on a force account basis for materials only.
3. Shoring left in place shall be cut off at least one metre below existing ground elevation or one metre below the finished street elevation.
4. Shoring shall not be removed until backfilling has progressed to a depth of 300mm above the pipe, and shall be removed in such a manner to avoid trench cave-in.
2B-3.4 Dewatering
1. The discharge from pumps, well points, or other dewatering equipment shall be located in such a manner to prevent damage, nuisance, and inconvenience to public and private property.
2. Caution shall be exercised to ensure that foundation problems with existing structures and works under construction do not result from the dewatering operation.
3. Trench water shall not be allowed to enter the pipe being installed unless approval is given by the Engineer.
2B-3.5 Trench Excavation
1. The sidewalls of the trench shall be cut vertically from the trench invert to 300mm above the crown of the pipe, and then sloped to the ground surface. The pitch of the slope shall be in accordance with recognized safety standards.
2. Not less than 150mm or more than 300mm of clearance shall be provided between the side of the pipe and the vertical trench wall.
3. Trench bottoms shall be firm, undisturbed soil and shall be free of all loose and protruding rock. The trench shall be excavated to an adequate depth to allow placement of the specified pipe bedding.
DIVISION 2 - SITEWORK SECTION 2B - TRENCH EXCAVATION AND BACKFILL Page 2B-7 2B-3.5 Trench Excavation (Cont’d.)
4. Excavations deeper than the grades shown on the Design Drawings shall be backfilled with approved materials and compacted to 95% of Standard Proctor Density to the design excavation depth.
2B-3.6 Backfill Within the Pipe Zone
1. The pipe zone shall be defined as the area from the bottom of the trench (including bedding clearances) to a point of 300mm above the top of the pipe, for the full width of the trench excavation. The class of bedding required shall be in accordance with that specified in the Tender Form.
2. After each section of pipe has been installed on the prepared bed, bedding material shall be placed to the springline and hand tamped with an approved tamping bar. Bedding material shall then be placed and tamped to 300mm above the crown of the pipe in lifts of maximum 500mm depth.
3. Machine backfilling shall take place only after the pipe zone has been properly bedded.
4. A continuous pipe laying and bedding operation shall be maintained. No more than two pipe lengths shall be installed without proper bedding material being in place.
2B-3.7 Backfill Above the Pipe Zone
2B-3.7A Placing
1. Backfill material shall be common excavation material or approved imported backfill, and shall be placed in a dry trench.
2. Backfill material shall be compacted to 95% Standard Proctor Density in lifts not exceeding 300mm uncompacted depth. Where additional water is required to obtain the specified density, it shall be applied in such a manner to maintain uniform moisture content.
3. Motorized compaction equipment shall be used with extreme caution to prevent damage to public or private property or to the new pipeline.
4. Where concrete encasement (Class A bedding) is specified, machine backfilling shall not be undertaken until concrete has set for at least 24 hours.
2B-3.7B Classes of Backfill
1. Class I
a) Place pit-run gravel or sand in 300mm lifts over the whole width of the trench, each lift compacted to 95% of the maximum density at optimum moisture content as determined by the Standard Proctor Test.
DIVISION 2 - SITEWORK SECTION 2B - TRENCH EXCAVATION AND BACKFILL Page 2B-8 2B-3.7B Classes of Backfill (Cont’d)
b) Compact the top 450mm to 95% of the maximum density at optimum moisture content as determined by the Standard Proctor Test.
c) Remove all surplus excavated material, or stockpile on-site as directed.
d) Where the excavation was carried out on an earth or gravel street, bring the compacted granular material up to the original grade.
e) Where the excavation was carried out on a paved street, bring the compacted granular material up to the elevation of the base course as shown on the Drawing.
2. Class II
a) Place native backfill material in 300mm lifts over the width of the trench, each lift compacted using mechanical compaction equipment. Compact with the moisture content such that 95% Standard Proctor Density is obtained.
b) Backfill material shall be free of wood, brush or other perishable, objectionable material. No rocks larger than 200mm shall be included in the material.
c) The Contractor may use imported material in lieu of the native material.
d) Where, in the opinion of the Engineer, the excavated material is unsuitable for backfilling purposes, the Contractor shall, upon written order from the Engineer, use imported material.
e) Where the excavation was carried out on an earth street, bring the compacted material up to the original street level.
f) Where the excavation was carried out on a gravel street, bring the compacted material up to the base of the surface gravel as shown on the Drawings or as specified.
3. Class III
a) Class III backfill is machine backfill, with native backfill placed in the trench in layers 1.0 metre thick and compacted by running a tracked machine along the trench as backfilling proceeds.
b) Backfill material shall be free of wood, brush or other perishable, objectionable material. Rocks larger than 200mm may be placed in the backfill.
c) Round the backfill over the trench as directed by the Engineer, to allow for settlement.
d) Remove all surplus excavated material. DIVISION 2 - SITEWORK SECTION 2B - TRENCH EXCAVATION AND BACKFILL Page 2B-9
2B-3.7C Backfilling Tunnels, Boreholes
1. Backfill all voids with sand placed manually, mechanically or pneumatically.
2B-3.7D Water Flushed Backfill
1. Water jet or flood backfill in 600mm layers if ordered in writing by the Engineer.
2B-3.8 Disposal of Waste and Surplus Material
1. All waste and surplus material shall be disposed of in areas specified in the Contract Documents, or as approved by the Engineer.
2. All waste disposal areas shall be leveled and cleaned to the satisfaction of the Engineer.
2B-3.9 Restoration
1. All street repair work shall be equal to, or better than, the condition of the street before the trench excavation and pipe laying operation. All boulevards, easements, ditches, and work on private and public property shall be restored to original condition, including landscaping, grass and tree planting, gravelling, etc.
2. Road repair shall consist of:
base course of subbase gravel, minimum of 200mm thick or equal to the existing base depth, whichever is greater.
leveling course of base gravel, minimum of 75mm thick.
surface course of asphaltic concrete (hot mix) equal in thickness to the existing pavement or 50mm, whichever is greater.
3. All base materials shall be compacted to 100% Standard Proctor Density. A bonding agent shall be applied to the edges of the existing pavement.
2B-3.10 Inspection and Testing
1. All material supplied shall be approved in writing by the Engineer.
2. Application for the Engineer’s approval for sand bedding, crush gravel, drain rock, and pit-run gravel shall include a list of source, Standard Proctor Density determination, and gradation curve for each material type.
3. Frequency and type of density tests shall be at the discretion of the Engineer, to a maximum of one density test per 150 metres trench length per vertical metre of trench depth. DIVISION 2 - SITEWORK SECTION 2B - TRENCH EXCAVATION AND BACKFILL Page 2B-10 2B-3.10 Inspection and Testing (Cont’d)
4. All materials not meeting the requirements of the specifications shall be removed or reworked to comply with the specifications.
2B-4.0 MEASUREMENT FOR PAYMENT
2B-4.1 General
1. Payment for the following items shall include all field layout and grade sheet preparation, equipment, labor, drainage protection of the work area, borrow pit development, loading, handling, placing, compaction, watering, grading and all other incidental items required for excavation and backfill, to the satisfaction of the Engineer.
2B-4.2 Imported Backfill
1. The volume of imported backfill shall be determined by the average end area method for the length of trench affected.
2. Payment for imported backfill will be made at the Contract Unit Price per cubic metre.
3. Over-excavation of material and replacement with imported backfill will not be included in the measurement for payment.
2B-4.3 Waste Material
1. No payment for removal of unsuitable material will be made.
2B-4.4 Blast Rock
1. The volume of blast rock within utility trenches shall be measured on a per cubic metre basis as determined by the Engineer.
2. Rock Volume = depth of rock x trench width x length of rock excavation
depth of rock is measured to 150mm below pipe inverts. length is the actual length of the rock excavation. width shall be 0.75 metre, or the pipe diameter plus 300mm, whichever is greater, unless otherwise specified on Drawings.
3. Payment for blast rock including removal and disposal will be made at the Contract Unit Price per cubic metre.
2B-4.5 Rippable Rock
1. No payment for rippable rock shall be made. Excavation of rippable rock shall be included as common excavated material including removal and disposal and will be included in the pipe price. DIVISION 2 - SITEWORK SECTION 2B - TRENCH EXCAVATION AND BACKFILL Page 2B-11
2B-4.6 Bedding Material
1. No payment for Class B and Class C bedding will be made. Payment for pipe bedding will be included in the pipe price.
2B-4.7 Surface Restoration
1. No payment for landscaping shall be made. All landscaping restoration, as indicated on the Drawings, shall be included in the pipe price.
2. Payment for restoration of gravel roads shall be made at the Contract Unit Price per square metre, and shall be full compensation for excavation to subgrade, subgrade preparation, and supply and placement of subbase gravel and base gravel, as shown on Contract Drawings.
3. Payment for restoration of paved roads shall be made at the Contract Unit Price per square metre, and shall be full compensation for excavation to subgrade, subgrade preparation, supply and placement of subbase gravel, base gravel and asphaltic concrete, removal and disposal of surplus material, site clean-up, and all other incidentals required to complete the work to the satisfaction of the Engineer and the Contract Drawings.
2B-4.8 Trench Excavation
1. No payment will be made for trench excavation and backfill. Trench excavation and backfill shall be included in the pipe price.
DIVISION 2 - SITEWORK SECTION 2C - PRESSUREMAINS AND APPURTENANCES Page 2C-1
DIVISION 2 - SITEWORK SECTION 2C - PRESSUREMAINS AND APPURTENANCES INDEX
ITEM PAGE
2C-1.0 GENERAL 2C-2
2C-1.1 Scope 2C-2 2C-1.2 Related Specifications 2C-2
2C-2.0 PRODUCTS 2C-2
2C-2.1 General 2C-2 2C-2.2 Pipe 2C-2 2C-2.3 Pipe Fittings 2C-3 2C-2.4 Valves 2C-4 2C-2.5 Services 2C-4 2C-2.6 Hydrants 2C-4 2C-2.7 Concrete 2C-4
2C-3.0 EXECUTION 2C-5
2C-3.1 Alignment and Grade 2C-5 2C-3.2 Pipe Laying and Jointing 2C-5 2C-3.3 Pipe Bedding 2C-5 2C-3.4 Fitting and Valve Installation 2C-5 2C-3.5 Hydrant Installation 2C-6 2C-3.6 Vertical Reaction Blocks 2C-6 2C-3.7 Horizontal Reaction Blocks 2C-7 2C-3.8 Water System Tie-Ins 2C-7 2C-3.9 Service Installation 2C-7 2C-3.10 Testing 2C-8 2C-3.11 Watermain Disinfection 2C-11
2C-4.0 MEASUREMENT FOR PAYMENT 2C-11
2C-4.1 General 2C-11 2C-4.2 Pressuremains 2C-12 2C-4.3 Services 2C-12 2C-4.4 Fire Hydrants, Blow Offs and Stand Pipes 2C-12 2C-4.5 Valves 2C-12 2C-4.6 Anchors 2C-12 2C-4.7 Tie-Ins to Existing Systems 2C-12 DIVISION 2 - SITEWORK SECTION 2C - PRESSUREMAINS AND APPURTENANCES Page 2C-2
DIVISION 2 - SITEWORK SECTION 2C - PRESSUREMAINS AND APPURTENANCES
2C-1.0 GENERAL
2C-1.1 Scope
1. This section refers to the supply of all necessary materials, labour and equipment for the installation of watermains, sewage forcemains and appurtenances, as specified herein or shown on the Drawings.
2C-1.2 Related Specifications
1. 2B - Trench Excavation and Backfill 2. 3A - Cast-in-Place Concrete
2C-2.0 PRODUCTS
2C-2.1 General
1. All materials supplied shall be in accordance with the Contract Drawings and the applicable AWWA, CSA and ASTM Standards.
2. At the request of the Engineer, an independent testing laboratory shall be engaged to test selected samples of pipe material to prove compliance with the specifications.
2C-2.2 Pipe
1. Ductile Iron
shall conform to AWWA C151; thickness class as specified on the Drawings; cement mortar lining - AWWA C104; coal tar epoxy lining and/or coating in accordance with AWWA C203; joints - AWWA C110.
2. Polyvinyl Chloride (PVC) Pressure Pipe (Class Pipe)
conform to AWWA C900; minimum DR18 for water supply; rubber gasket joints - AWWA C900; dimensions to conform to Ductile Iron Standards. The minimum wall thickness of the bell at any point between the ring groove (annular gasket space) and the pipe barrel, shall conform to the dimension ratio requirements for the pipe barrel. The minimum wall thickness in the sealing portion of the ring groove and bell entry sections shall equal or exceed the minimum wall thickness requirements of the pipe barrel. DIVISION 2 - SITEWORK SECTION 2C - PRESSUREMAINS AND APPURTENANCES Page 2C-3
2C-2.2 Pipe (Cont’d.)
3. Polyvinyl Chloride (PVC) Pressure Pipe (Series Pipe)
conform to ASTM D2241; SDR rating as shown on the Drawings; rubber gasket joints; fittings shall be cast iron with transition gasket.
4. Steel Pipe
conform to AWWA C200; welded joints in accordance with AWWA C206; coal tar epoxy lining and/or coating in accordance with AWWA C203; polyethylene coating to conform to Shaw Pipe specification Y.J.1.
5. High Density Polyethylene Pipe
conform to AWWA C906; pressure class as shown on the Drawings; iron pipe size equivalent outside diameter; to be compatible with specified mechanical joint fittings and valves without special adapters.
2C-2.3 Pipe Fittings
1. Ductile Iron shall conform to AWWA C153 for use with ductile iron or PVC pipe. Minimum pressure rating shall be 1720 kPa.
2. Cast Iron shall conform to AWWA C110 for use with ductile iron or PVC pipe. Minimum pressure rating shall be 1720 kPa.
3. Steel Pipe Fittings
steel flanges shall conform to AWWA C207; water pipe fittings shall conform to AWWA C208; cement mortar lining - AWWA C205; coal tar enamel coating - AWWA C203.
4. HDPE Fittings
fabricated HDPE mitred fittings to AWWA C906 suitable for specified pressure rating. moulded HDPE fittings to ASTM 3261 suitable for specified pressure rating and fusion to main pipe. flanged joints to AWWA C906 flat faced stub end and loose hot-dip galvanized ductile iron (ASTM A536) backup ring drilling to ANSI B16.1, B16.5 or AWWA C206, suitable for specified pressure rating.
DIVISION 2 - SITEWORK SECTION 2C - PRESSUREMAINS AND APPURTENANCES Page 2C-4
2C-2.4 Valves
1. Gate Valves - shall have a non rising stem with a 51 mm square operating nut. Valves shall be bronze mounted solid wedge or double-disc type in accordance with AWWA C500 unless specified on the Drawings. Pressure ratings shall be 1380 kPa for valves 300mm and smaller; and 1030 kPa for valves 400mm and larger.
2. Butterfly Valves - shall be wafer style, and rubber seated in accordance with AWWA C504. The valve shall be equipped with integral worm gear operator having bronze worm gears and hardened steel worms. Pressure rating shall be 1030 kPa.
2C-2.5 Services
1. Copper Pipe - copper water service pipe shall be Type „K‟ soft copper pipe conforming to ASTM designation B88.
2. Polyethylene (PE) and Polybutylene (PB) Pipe - polyethylene water service pipe shall conform to ASTM specification PE-2305 and have a SDR of 7.3. Polybutylene water service pipe shall conform to ASTM specification PB-2110 and have a SDR of 13.5. Both PE and PB pipe shall have a safe working pressure rating of 690 kPa at 23 degrees C. The safe working pressure shall be as determined by ASTM test method 1599 and shall include a safety factor of 2.5 and water hammer allowances.
3. Service Saddles shall be double strap type with bronze body saddles of heat treated ductile iron ASTM A536-71 with neoprene gaskets and stainless steel straps.
4. Corporation Stops shall be bronze to ASTM B62, AWWA thread inlet, compression type outlet.
5. Curb Stops shall be bronze to ASTM B62 inverted key, ball or cylinder type construction utilizing rubber O-ring seals and are to be full flow, full port.
2C-2.6 Hydrants
1. Fire hydrants shall be “compression type” with operator nut to match existing hydrants, bottom connection with drip valve and drain, and flange connection at ground line.
2. Approved hydrants shall be Canada Valve “Century” on Terminal City C71P compression type as specified on the Standard Drawing.
2C-2.7 Concrete
1. Concrete shall conform to Section 3A and have a compressive strength of 20 mPa at 28 days.
DIVISION 2 - SITEWORK SECTION 2C - PRESSUREMAINS AND APPURTENANCES Page 2C-5
2C-3.0 EXECUTION
2C-3.1 Alignment and Grade
1. Watermains and appurtenances shall be installed in accordance with the Design Drawings and in accordance with grade sheets prepared by the Contractor and approved by the Engineer.
2. Minimum pipe cover shall be 2.0 metres unless otherwise specified on the Drawings.
3. Allowable tolerances:
Vertical: pipe invert shall be within 20 mm of approved grade sheet elevations. Horizontal: pipe alignment shall be within 50 mm of the Design Drawings‟ alignment.
2C-3.2 Pipe Laying and Jointing
1. Bell or coupling ends shall be in the direction of the laying operation.
2. Pipes shall be joined by the following methods:
pushing pipe sections together by hand; prying together with steel bar; pulling together with “come-along” device.
3. Gaskets should be inspected for proper location prior to jointing.
4. Inside of pipe shall be kept free of dirt, water, and other foreign material. Open ends shall be plugged and blocked to keep foreign material out of the pipeline.
5. Pipe cuts necessary for fittings and valves shall be made at right angles in accordance with manufacturer‟s recommended tools and procedures.
6. Individual pipe joint deflections shall not exceed the maximum deflection angle as published by the manufacturer.
7. HDPE joints shall be heat butt fused to ASTM D2657 and in accordance with manufacturer‟s recommendations.
2C-3.3 Pipe Bedding
1. Watermain shall be bedded in accordance with the Drawings and bedding specification 2B-2.8.
2C-3.4 Fitting and Valve Installation
1. Fitting locations shall be as shown on the Drawings.
DIVISION 2 - SITEWORK SECTION 2C - PRESSUREMAINS AND APPURTENANCES Page 2C-6
2C-3.4 Fitting and Valve Installation (continued)
2. Fittings and valves shall be supported on bedding material to prevent transmission of stress onto the adjoining pipe.
3. Thrust blocks shall be constructed in accordance with the Standard Drawings for location and bearing area. Concrete shall not be placed over the joints between the fitting and the pipe.
4. The anchor steel used from the thrust block to the fitting or valve shall be rust- proofed.
5. Valve Box risers shall be continuous to within 150 mm of the valve box top, set vertical and centered over the valve operating nut, adequately supported, and backfilled with compacted material to prevent settlement and the transmission of stress onto the valve.
6. Valve boxes shall be set to finished asphalt grade or surrounding ground elevation, whichever is applicable.
7. Operation of valves should be checked before installation.
2C-3.5 Hydrant Installation
1. Hydrants shall be installed at the locations shown on the Drawings and in accordance with the Standard Drawings.
2. Hose outlets shall be parallel to the roadway and adjacent property line.
3. Hydrant ground flange elevations shall be 150 mm above the finished grade.
4. Gravel drainage material shall be provided c/w filter cloth cover for draining of the hydrant into the native material.
5. Provide hydrant thrust restraint with a concrete reaction block in compacted fill or native material or 19 mm diameter bituminous coated tie rods. Hydrant drains shall not be plugged with reaction block concrete.
2C-3.6 Vertical Reaction Blocks
1. Vertical reaction blocks shall be placed below fitting deflections of greater than 5 degrees (grade change of 9%). The quantity of concrete required shall be calculated on the basis of the following:
Calculate the total head at the fitting:
H = 71 metres (surge) + elevation difference between reservoir and fitting in metres. Concrete Required = 2 x 1000 H A sin ½ x 1.5 = m 2405 Where H = Calculated head at the fitting; A = Area of the pipe in square metres; = Deflection angle of the fitting. DIVISION 2 - SITEWORK SECTION 2C - PRESSUREMAINS AND APPURTENANCES Page 2C-7
2C-3.6 Vertical Reaction Blocks (continued)
2. Steel restraining bars between the fitting and the concrete shall be shaped to the fitting and be a minimum of 15 mm (15M) diameter and shall be galvanized or bituminous coated.
2C-3.7 Horizontal Reaction Blocks (Thrust Blocks)
1. Horizontal reaction blocks shall be placed between undisturbed soil and all fittings whose deflection is greater than 10 degrees or as otherwise specified. Reaction blocks for each type and size of fitting shall be sized to conform to the bearing areas specified on the standard details. Reaction block concrete shall not be placed over the joints between the fitting and the pipe.
2C-3.8 Water System Tie-Ins
1. Connection of existing watermains will not be permitted until the watermain is complete, including testing, flushing and disinfection approved by the local approving agency.
2. The Contractor shall notify the water utility company of the tie-in and request the utility operator to close the necessary valves to isolate the tie-in section and, where applicable, arrange for Public Works crews to construct the tie-in.
3. The Contractor shall notify the following persons, in writing, giving at least 48 hours notice prior to tie-in operations:
the Engineer, so that disruptions in water services can be advertised; the utility operator for valve shut-offs; Fire Department with a list of out-of-service hydrants.
4. Construction work on the tie-in shall proceed continuously until water service has been restored.
2C-3.9 Service Installation
1. Installation shall be in accordance with Design and Standard Drawings.
2. Cover over water services shall be at least 1.8 metres or as otherwise noted on the Drawings.
3. Water service shall be laid perpendicular to the property line with a horizontal gooseneck as shown on the Standard Drawings.
4. A maximum of one flared union will be allowed. Unions will not be allowed under the asphalt.
5. Copper service pipe shall be cut at right angles, reamed and flared.
DIVISION 2 - SITEWORK SECTION 2C - PRESSUREMAINS AND APPURTENANCES Page 2C-8
2C-3.9 Service Installation (continued)
6. Curb stops shall be installed in accordance with the Drawings. Curb stops shall be installed vertical and set 300 mm from property line on a flat brick. The curb stop riser and service box shall be vertical and set even with finished grade. Set screws and other fasteners shall not be engaged so as to fix the service box in any telescoped position.
7. Re-excavation and repair shall be necessary if the curb box and riser are plugged, damaged or set off vertical.
8. Install a 40 mm x 90 mm board with “water” stenciled on road side. The board shall extend from the depth of the service to 600 mm above finished grade.
2C-3.10 Testing
1. The Contractor shall furnish all necessary labour, materials, and equipment necessary to carry out the tests. Testing shall be performed in a manner satisfactory to and in the presence of the Engineer. Testing shall be carried out only after backfilling of all deep services has been completed. The duration of the tests shall not be less than two hours.
2. Pressuremain Testing
The section of pipe to be tested shall be slowly filled with water obtained by the Contractor at his expense from an approved source. The pipeline shall remain filled for not less than 24 hours prior to the pressure test. When all the air has been removed, the pressure inside the pipe for watermains shall be raised by means of a pump until the pressure reading at the gauge located at the lowest elevation registers 1035 kPa or one and one-half times the normal working pressure, whichever is greater.
For sewer forcemains, the test pressures shall be one and one-half times the normal working pressure.
The pressure test shall be repeated until no appreciable loss of pressure occurs throughout the duration of the test.
Costs incurred for witnessing unsuccessful tests shall be borne by the Contractor.
For HDPE, pressurize the pipe to 50% greater than the pipe‟s rated pressure at the lowest elevation in the system. At hourly intervals, add sufficient make-up water to return the pipe to the original test pressure. Repeat this step for three hours (initial expansion phase). DIVISION 2 - SITEWORK SECTION 2C - PRESSUREMAINS AND APPURTENANCES Page 2C-9
2C-3.10 Testing (continued)
3. Leakage Test
Leakage is the amount of water necessary to be pumped back into the test section from a suitable container having a uniform cross sectional area to re-achieve the test pressure after the initial two hour test period. During the test, the pressure shall be to within 4% of the test pressure.
Should the following test specification vary with those of the local approving authority, the more stringent of the two shall govern.
The maximum allowable rate for ductile iron and PVC pressuremains shall not exceed that allowed by the shortest valved section and shall be calculated by the Engineer on the basis of the following formula:
L = NDP 131,000
Where: L = Allowable leakage rate in litres per hour; N = Number of hub joints of pipe over 100 mm in diameter (or that specified by the local approving authority); D = Nominal diameter of the pipe in mm; P = The square root of the test pressure in kPa.
Allowable leakage for welded joint steel pressuremains is zero litres per hour.
Repair and retest until leakage is within the specified limits. No watermains or pressuremains will be certified as complete until test leakage is within specified limits.
A conductivity test on steel and ductile iron watermains shall be undertaken in the presence of the Engineer to confirm that an electric current can be passed through the test section. The conductivity test shall be undertaken after backfill is complete.
The allowable leakage for HDPE pressure mains is calculated on the basis of the expansion allowance and correction factor as follows: DIVISION 2 - SITEWORK SECTION 2C - PRESSUREMAINS AND APPURTENANCES Page 2C-10
2C-3.10 Testing (continued)
3. Leakage Test (cont’d)
Expansion allowance (make-up water) given in litres per 100m of pipe at 23°C.
NOMINAL PIPE 1 HR. 2 HR. 3 HR. SIZE (mm) TEST TEST TEST 50 0.87 1.37 2.36 75 1.24 1.86 3.10 100 1.61 3.10 4.97 150 3.73 7.45 11.18 200 6.21 12.42 18.63 250 9.93 16.14 26.08 300 13.66 28.56 42.22
Correction Factor - applied to the expansion allowance given in the preceding expansion allowance table. Determined by the average temperature of the water pumped into the pipe and the ambient air temperature.
DIVISION 2 - SITEWORK SECTION 2C - PRESSUREMAINS AND APPURTENANCES Page 2C-11
2C-3.11 Watermain Disinfection
1. All watermains, fittings and services shall be disinfected by chlorination for a minimum period of 24 hours after completion of leakage testing.
2. If, in the opinion of the Engineer, the pipe installation has been carried out with a minimum amount of foreign material entering the pipeline, chlorination may be carried out in accordance with AWWA Standard C601, Sections 7 and 8, using hydroclorite tablets with a minimum of 3.75 grams of free available chlorine per tablet.
3. Tablets shall be attached to the top of the main by using a non-toxic waterproof glue. The number of tablets required for various sizes of water pipe are as follows:
Pipe Section Length Pipe Diameter (Metres) 100 mm 150 200 mm 250 mm 300 mm mm 3.96 or less 1 2 2 3 5 5.49 1 2 3 5 6 6.10 2 2 5 7 10 12.19 2 4 5 9 14
4. After completion of the disinfection period, watermains shall be flushed clean of all chlorinated water. Samples will be taken by the Engineer for submission to the B.C. Ministry of Health to determine the effectiveness of the chlorination.
5. If, in the Engineer‟s opinion, mains were not constructed with efforts to keep foreign material out of the pipeline or that test results of chlorination with hypo- chlorite tablets proved unsatisfactory, chlorination shall be undertaken in accordance with AWWA Standard C601, Section 71 continuous feed method, until satisfactory tests have been achieved.
6. Department of Fisheries, Pollution Control Branch, and other authorities having jurisdiction shall be notified and written approval obtained if disinfection water is to be wasted into a natural water course. These written approvals shall be submitted to the Engineer before wasting of disinfection water is undertaken.
2C-4.0 MEASUREMENT FOR PAYMENT
2C-4.1 General
1. Payment for the following items shall include all field layout, cut sheet preparation, excavation, frost removal, installation, pipe bedding as indicated, tamping dewatering, backfilling, disinfection, flushing, testing, clean-up, compaction, shoring, final grading, and all labour, equipment and materials required to complete the work in accordance with the Contract Documents and Drawings. DIVISION 2 - SITEWORK SECTION 2C - PRESSUREMAINS AND APPURTENANCES Page 2C-12
2C-4.2 Pressuremains
1. The length of pressuremains shall be the horizontal measurement in metres along the main centreline.
2. Payment shall be made at the Contract Unit Price per metre and shall also be full compensation for fittings (tees and bends), horizontal and vertical thrust blocks and rebar.
3. Payment for untested mains will only be made on 80% of the length installed.
2C-4.3 Services
1. The length of services shall be the horizontal measurement in metres from the main centerline to the curb stop valve.
2. Payment shall be made at the Contract Unit Price per metre and shall also be full compensation for fittings, corporation cocks, curb stops and main tapping.
2C-4.4 Fire Hydrants, Blow Offs and Standpipes
1. Payment shall be made at the Contract Unit Price for each unit installed and shall be full compensation for required depth, thrust blocks, drain rock and tie rods. Payment for valves and leads (piping) will be in accordance with the payment clauses for these items.
2C-4.5 Valves
1. Payment shall be made at the Contract Unit Price for each valve installed and shall be full compensation for thrust blocks, tie bars, valve boxes and valve box risers.
2C-4.6 Anchors
1. Payment shall be made at the Contract Unit Price for each anchor installed and shall include forming, rebar and concrete.
2C-4.7 Tie-ins to Existing Systems
1. Payment for tie-ins to existing systems shall be made at the Lump Sum Price as outlined in the Schedule of Quantities. DIVISION 2 - SITEWORK SECTION 2D - SEWER MAINS AND APPURTENANCES Page 2D-1
DIVISION 2 - SITEWORK SECTION 2D - SEWER MAINS AND APPURTENANCES INDEX
ITEM PAGE
2D-1.0 GENERAL 2D-2
2D-1.1 Scope 2D-2 2D-1.2 Related Specifications 2D-2
2D-2.0 PRODUCTS 2D-2
2D-2.1 General 2D-2 2D-2.2 Sewer Pipe Specifications 2D-2 2D-2.3 Manholes 2D-3 2D-2.4 Concrete 2D-3 2D-2.5 Cement Mortar 2D-3 2D-2.6 Bedding 2D-4
2D-3.0 EXECUTION 2D-4
2D-3.1 General 2D-4 2D-3.2 Allowable Tolerances 2D-4 2D-3.3 Pipe Laying and Jointing 2D-4 2D-3.4 Manholes 2D-5 2D-3.5 Sewer Forcemains 2D-6 2D-3.6 Sewer Services 2D-6 2D-3.7 Connection to Existing Systems 2D-7 2D-3.8 Inspection and Testing 2D-7 2D-3.9 Testing Gravity Mains 2D-7 2D-3.10 Cleaning and Flushing 2D-8 2D-3.11 Testing Forcemains 2D-8
2D-4.0 MEASUREMENT FOR PAYMENT 2D-9
2D-4.1 General 2D-9 2D-4.2 Gravity Sewer Mains 2D-9 2D-4.3 Manholes 2D-9 2D-4.4 Exterior Drop Structures 2D-10 2D-4.5 Services 2D-10 DIVISION 2 - SITEWORK SECTION 2D - SEWER MAINS AND APPURTENANCES Page 2D-2 DIVISION 2 - SITEWORK SECTION 2D- SEWER MAINS AND APPURTENANCES
2D-1.0 GENERAL
2D-1.1 Scope
1. This section refers to the supply of all necessary materials, labour and equipment necessary for the installation of sanitary sewers and storm sewers, including all appurtenances, as specified herein or as shown on the Contract Drawings.
2D-1.2 Related Specifications
1. 2B - Trench Excavation and Backfill 2. 3A - Cast-in-Place Concrete
2D-2.0 PRODUCTS
2D-2.1 General
1. All materials supplied shall be in accordance with the Contract Drawings and Standard Drawings, and shall be consistent with applicable CSA and ASTM Standards.
2. At the request of the Engineer, an independent testing laboratory shall be engaged to test selected samples of the pipe material to prove compliance with the specifications.
2D-2.2 Sewer Pipe Specifications
1. Polyvinyl Chloride (PVC)
conform to ASTM D3034 bell and spigot joints with rubber gaskets SDR 35 in accordance with ASTM 2412
2. Corrugated Metal Pipe
minimum 1.5 mm gauge galvanized comply with CSPI Specification No. 501
DIVISION 2 - SITEWORK SECTION 2D - SEWER MAINS AND APPURTENANCES Page 2D-3
2D-2.2 Sewer Pipe Specifications (Cont’d.)
3. Non-Reinforced Concrete Pipe
conform to ASTM C14 rubber gasket joints conforming to ASTM C443 pipe class as specified
4. Reinforced Concrete Pipe
conform to ASTM C76 rubber gasket joints conforming to ASTM C443 pipe class as specified on the Drawings
5. Sewer Forcemains
refer to Section 2C - Pressure Mains and Appurtenances Item 2C-2.2 for pipe specifications.
2D-2.3 Manholes
1. Manhole sections shall be reinforced concrete having a minimum internal diameter of 1050 mm, and conforming to ASTM C478.
2. Manhole lids shall be precast reinforced concrete with a design H20 loading.
3. Manhole frames and covers shall be of cast iron construction and shall have a minimum combined mass of 136 kilograms (300 pounds). The cover shall have four (4) vent holes. The frame and cover shall be matched to provide a non- rocking bearing surface. The frame inside dimension shall be a minimum of 560 mm.
4. Manhole rungs shall be constructed of 19 mm diameter hot dip galvanized steel. Spacings shall conform to the Standard Drawings.
2D-2.4 Concrete
1. Shall conform to Section 3A- Cast-in-Place Concrete, and have a compressive strength of 25 Mpa at 28 days.
2. Cement - sulphate resistant Type 50.
2D-2.5 Cement Mortar
1. Cement mortar for pipe joints and manhole construction shall conform to the following mix: 1 part Portland Cement 1-1/2 parts clean, sharp sand Water to provide workability
DIVISION 2 - SITEWORK SECTION 2D - SEWER MAINS AND APPURTENANCES Page 2D-4
2D-2.6 Bedding
1. Sand conforming to the following limits:
Retained on No. 4 Screen Max. 10% Passing 100 Mesh Max. 20%
2D-3.0 EXECUTION
2D-3.1 General
1. All sewer mains and appurtenances shall be installed in strict accordance with the Contract Drawings and grade sheets.
2. The Contractor shall be responsible for all layout, surveying, and submission of grade sheets to the Engineer for approval.
3. Any changes in sewer main alignment or grade or appurtenance locations will be made in writing by the Engineer.
2D-3.2 Allowable Tolerances
1. Sewer mains shall be installed in accordance with the Contract Drawings and the Contractor’s approved layout and grade sheets.
2. The centreline of the sewer main shall not be more than 30 mm from the approved design alignment.
3. Vertical tolerances shall not exceed the following for the indicated range of pipe grades.
Allowable Vertical Tolerance % Pipe Grade
± 3 mm 0.0 - 0.39 ± 6 mm 0.40 - 0.99 ± 12 mm 1.0 - 4.99 ± 20 mm 5.0 and up
2D-3.3 Pipe Laying and Jointing
1. Prepare pipe bedding in accordance with the Drawings and Bedding Specification 2B-2.8.
2. Bell or coupling ends shall be in the direction of the laying operation.
3. Pipes shall be jointed by the following methods:
pushing pipe sections together by hand prying with a steel bar pulling together with a come-along. DIVISION 2 - SITEWORK SECTION 2D - SEWER MAINS AND APPURTENANCES Page 2D-5
2D-3.3 Pipe Laying and Jointing (cont’d)
4. Pipe shall be laid to grade with laser equipment or a string-line, and an engineering quality level and rod if the grade is 2% or less.
Batterboards may be used for laying pipe with grades greater than 2%, provided the following conditions apply:
at least four (4) consecutive batterboards shall be erected at all times. the distance between adjacent batterboards shall not exceed 15 metres. batterboards shall be painted in alternating bands of contrasting colours.
5. PVC pipe laid at grades of less than 1% shall be laid in lengths not exceeding 4.0 metres.
6. The inside of pipes shall be kept free of dirt, water, and other foreign material. Open ends shall be plugged to keep foreign materials out.
7. Individual pipe joint deflections shall not exceed the maximum deflection angle as published by the pipe manufacturer.
8. Where pipe line alignment is straight between manholes, sighting between manholes through the sewer main must be possible.
9. All pipe cuts shall be at right angles. Edges shall be trimmed and deburred with proper tools to ensure proper jointing.
2D-3.4 Manholes
1. Manholes shall be constructed in accordance with the Contract Drawings, Contract Documents, and Standard Drawings.
2. Manhole bases shall be cast-in-place concrete on a minimum depth of compacted pitrun of 200 mm, in accordance with the Standard Drawings.
3. Manhole barrels shall be accurately set to the vertical.
4. Manhole barrels shall be made watertight by mortaring both the interior and exterior of all joints with a waterproof, non-shrink grout.
5. Manhole rims shall be accurately set to match the existing ground elevation, or tilted to match the crown and grade of the road, whichever is applicable, by using concrete bricks or grade ring rims. No more than four (4) rows of concrete bricks shall be used. All bricks or grade rings shall be mortared to produce an even, neat finish. The maximum spacing between the top of the manhole rim and the first ladder rung shall be 760 mm.
6. Flow channels shall be formed and finished smooth with a steel trowel.
7. Precast manhole bases are not to be used unless approved in writing by the Engineer. DIVISION 2 - SITEWORK SECTION 2D - SEWER MAINS AND APPURTENANCES Page 2D-6 2D-3.4 Manholes (cont’d)
8. Pipe stubs shall terminate one metre from the manhole and shall be plugged with a removable, watertight cap. The flow channel and benching within the manhole shall be completed for the stub.
2D-3.5 Sewer Forcemains
1. Sewer forcemains shall be constructed in accordance with Section 2C-3.0 - Pressure Mains and Appurtenances.
2D-3.6 Sewer Services
1. Services shall be installed at locations shown on the Contract Drawings.
2. Minimum service grades are:
Pipe Diameter (in mm) Minimum Grades (%)
100 2.0% 150 1.0% 200 0.5% 250 0.4%
3. The Contractor shall ensure that all services are inspected and the as-built information is obtained by the Engineer prior to backfilling.
4. Tapping of services into sewer mains shall be undertaken with tools approved by the pipe manufacturer.
5. Service risers shall be installed to a maximum slope of 60% and shall be adequately supported and protected from damage and breakage. Risers shall be backfilled immediately following installation. Backfill compaction to be 95% Standard Proctor Density.
6. Services shall be terminated with a watertight cap that is blocked to prevent movement during testing. A 40 mm x 90 mm marker shall be placed behind the service cap. The bottom, which shall be set at the service invert, shall have the depth to invert clearly marked on the stake at least 600 mm above the existing ground elevation. Marking and setting of service terminus stakes shall be done conscientiously and accurately by the Contractor, as the stakes will be used for as-built information. The tops of service marker stakes shall be marked as follows:
fluorescent red paint for a sanitary service. fluorescent green paint for a storm service. DIVISION 2 - SITEWORK SECTION 2D - SEWER MAINS AND APPURTENANCES Page 2D-7
2D-3.7 Connection to Existing Systems
1. The Contractor shall undertake the connection to existing systems with minimum disruption to traffic or to the operation of the existing sewer system.
2. Where all connections to the existing systems are to be made by the local Public Works Department, the Contractor shall arrange for and schedule the tie- in operation at no extra cost to the Owner.
2D-3.8 Inspection and Testing
1. The Contractor shall furnish all labour, materials, and equipment to carry out the tests. Testing shall be undertaken in the presence of the Engineer, and shall be to the satisfaction of the Engineer.
2. Testing shall be commenced only after backfilling of all deep services. The duration of testing shall not be less than one (1) hour.
3. Cost incurred to witnessing unsuccessful tests by the Engineer shall be borne by the Contractor.
2D-3.9 Testing Gravity Mains
1. Infiltration tests shall be conducted on all gravity mains installed where the groundwater is above the crown of the pipe. In all other cases, exfiltration tests shall be undertaken.
2. Should the test procedures outlined in this specification vary with those of the local approving authority, the more stringent of the two shall govern.
3. The maximum allowable infiltration or exfiltration rate for water shall be 9.30 litres per millimetre of pipe diameter per day per kilometre of pipe.
4. When testing for exfiltration, the minimum net head on the section of sewer being tested shall be the height of the lowest manhole lateral connection, provided the maximum net head on the line does not exceed 8.0 m. Net head is defined as test elevation minus groundwater elevation. The test section of sewer main, preferably between manholes, shall be filled with water as specified herein. The Contractor shall fill the pipeline in such a manner to ensure displacement of air from the line. The test section of sewer is to stand completely full of water and under a slight head for 24 hours before test measurements are commenced to ensure that absorption in the pipe wall is complete. The pipeline shall be accepted if infiltration test requirements are met by one or more tests made during the 24 hour absorption period. The duration of tests shall be one hour.
An allowance of 3 litres per hour per metre of head above the invert shall be made for each manhole included in the test section. If a test produces more than the allowable leakage, the Contractor shall test manholes separately.
DIVISION 2 - SITEWORK SECTION 2D - SEWER MAINS AND APPURTENANCES Page 2D-8 2D-3.9 Testing Gravity Mains (cont’d)
5. As an alternative to the exfiltration test, sewer mains and services may be tested with air.
Open ends shall be plugged so as to be airtight. Air shall be slowly supplied until the air pressure reaches 20.7 kPa (3 psi). At least two minutes shall be allowed for pressure stabilization before proceeding. The time in minutes for the pressure to drop from 20.7 kPa (3 psi) to 17.2 kPa (2.5 psi) shall not be less than the following:
Pipe Size Minimum Time
100 mm 152 seconds 150 mm 230 seconds 200 mm 306 seconds 250 mm 382 seconds 300 mm 459 seconds 350 mm 536 seconds 375 mm 570 seconds
For pipe sizes over 375 mm, the time in seconds for the pressure drop shall not be less than 1.536 times the pipe diameter in millimetres.
2D-3.10 Cleaning and Flushing
1. The Contractor shall provide all necessary labour, materials, and equipment necessary to undertake the cleaning and flushing.
2. All sewer mains, manholes, services, and other appurtenances shall be flushed in the presence of the Engineer to remove all foreign material. The Contractor shall provide a temporary screen at the manhole outlet stub to collect all large objects. The Contractor shall ensure that all large objects that could plug downstream sewers are removed prior to discharging the water into the existing sewer system.
3. When requested by the Engineer, the Contractor shall clean the sewer mains with a test ball not more than 13 mm (1/2 inch) smaller in diameter than the pipe to be cleaned.
2D-3.11 Testing Forcemains
1. Sewer forcemains shall be flushed and tested in accordance with Item 2C-3.10 Pressure Main Flushing and Testing.
2. Manhole rims shall be accurately set to match the existing ground elevation, or tilted to match the crown and grade of the road, whichever is applicable, by using concrete bricks or grade ring rims. No more than four (4) rows of concrete bricks shall be used. All bricks and grade rings shall be mortared to produce an even, neat finish. The maximum spacing between the top of the manhole rim and first ladder rung shall be 760 mm.
DIVISION 2 - SITEWORK SECTION 2D - SEWER MAINS AND APPURTENANCES Page 2D-9 2D-3.11 Testing Forcemains (cont’d)
3. Flow channels shall be formed and finished smooth with a steel trowel.
4. Precast manhole bases are not to be used unless approved in writing by the Engineer.
5. Pipe stubs shall terminate one metre from the manhole and shall be plugged with a removable, watertight cap. The flow channel and benching within the manhole shall be completed for the stub.
2D-4.0 MEASUREMENT FOR PAYMENT
2D-4.1 General
1. Measurements for payment for the following items shall include all field layout and grade sheet preparation, excavation, frost removal, installation, Class C bedding, tamping, dewatering, backfill, testing, flushing, cleaning, compaction, shoring, final grading, clean-up, and all labour, equipment and materials necessary to complete the work in accordance with the Contract Documents and Drawings.
2D-4.2 Gravity Sewer Mains
1. Length of sewer main shall be the horizontal measurement from centre of manholes along the centreline of the main. The payment quantities for the various depth ranges shall be determined by averaging the differences between the original ground elevation and the sewer invert elevation at coinciding 15 metre stations between two consecutive manholes, including the depths of the manholes.
2. For sewer mains installed in areas excavated to subgrade, the subgrade elevation will be considered to be the original ground elevation.
3. Payment for sewer mains shall be made at the Contract Unit Price per metre for the various depth ranges.
4. Payment for untested mains will only be made on 80% of the length installed.
2D-4.3 Manholes
1. Depth of manholes shall be measured from the underside of the concrete donut to the lowest invert elevation in the manhole.
2. Payment of precast manhole sections shall be made at the Contract Unit Price per vertical metre.
3. Payment for manhole bases, concrete lids, frames and covers shall be made at the Contract Unit Prices as noted on the Schedule of Quantities. DIVISION 2 - SITEWORK SECTION 2D - SEWER MAINS AND APPURTENANCES Page 2D-10
2D-4.4 Exterior Drop Structures
1. Exterior drops for manholes shall be measured from the lowest invert elevation of the drop to the highest invert of the dropped main in the manhole.
2. Payment for exterior and interior drop structures shall be made at the Contract Unit Price per vertical metre.
2D-4.5 Services
1. Length of sewer services shall be the horizontal measurement from the centre of the main to the terminus of the service at the property line. The payment quantities for various depth ranges of cut shall be determined by averaging the differences between the original ground elevation and the service elevation at the property line and at the service riser, or invert of the service connection at the main if no riser has been installed.
2. For services installed in areas to be excavated to subgrade, the subgrade elevation will be considered to be the original ground elevation.
3. Payment for sewer services shall be made at the Contract Unit Price per metre, and shall be full compensation for mainline connection, plugs, service risers and marker posts.
DIVISION 2 - SITEWORK SECTION 2E - SUBGRADE PREPARATION, GRANULAR SUBBASE, BASE MATERIAL AND ADJUSTMENT OF APPURTENANCES Page 2E-1 DIVISION 2 - SITEWORK SECTION 2E - SUBGRADE PREPARATION, GRANULAR SUBBASE, BASE MATERIAL AND ADJUSTMENT OF APPURTENANCES INDEX
ITEM PAGE
2E-1.0 GENERAL 2E-2
2E-1.1 Scope 2E-2 2E-1.2 Related Specifications 2E-2
2E-2.0 MATERIAL SPECIFICATIONS AND DEFINITIONS 2E-2
2E-2.1 Subgrade Preparation 2E-2 2E-2.2 Subbase 2E-2 2E-2.3 Base Course 2E-3
2E-3.0 CONSTRUCTION 2E-3
2E-3.1 Subgrade Preparation 2E-3 2E-3.2 Adjustments to Utilities and Appurtenances 2E-4 2E-3.3 Subbase 2E-4 2E-3.4 Base Course 2E-4 2E-3.5 Compaction of Subbase and Base Course 2E-5 2E-3.6 Shaping of Subbase and Base Course 2E-5 2E-3.7 Proof Rolling of Subgrade, Subbase and Base Course 2E-5
2E-4.0 TESTING 2E-5
2E-5.0 MEASUREMENT AND PAYMENT 2E-6
2E-5.1 Subgrade Preparation 2E-6 2E-5.2 Subbase 2E-6 2E-5.3 Base Course 2E-6 2E-5.4 Appurtenance Adjustment 2E-6 DIVISION 2 - SITEWORK SECTION 2E - SUBGRADE PREPARATION, GRANULAR SUBBASE, BASE MATERIAL AND ADJUSTMENT OF APPURTENANCES Page 2E-2 DIVISION 2 - SITEWORK SECTION 2E - SUBGRADE PREPARATION, GRANULAR SUBBASE, BASE MATERIAL AND ADJUSTMENT OF APPURTENANCES
2E-1.0 GENERAL
2E-1.1 Scope
1. This section governs the subgrade preparation and the supply, placement and compaction of Granular Subbase and Base Courses.
2E-1.2 Related Specifications
1. 2A - Earthwork 2. 2B - Trench Excavation and Backfill 3. 2G - Asphaltic Concrete 4. 2F - Curb, Gutter and Sidewalk
2E-2.0 MATERIAL SPECIFICATIONS AND DEFINITIONS
2E-2.1 Subgrade Preparation
1. Subgrade Preparation shall include all works required to prepare the Subgrade for the Granular Base Courses after earthwork and/or utilities have been installed.
2E-2.2 Subbase
1. Shall be pitrun gravel approved by the Engineer.
2. Free of disintegrated or shattered, and thin and elongated rock pieces. Shall not contain organic material.
3. Shall conform to the following gradation limits when tested in accordance with ASTM C136.
Gradation Limits US Standard Sieve Size Percent Passing by Weight
75 mm 100% 25 mm 50 - 85% 150 um 0 - 16% 75 um 0 - 8% (washed wet sieving) DIVISION 2 - SITEWORK SECTION 2E - SUBGRADE PREPARATION, GRANULAR SUBBASE, BASE MATERIAL AND ADJUSTMENT OF APPURTENANCES Page 2E-3
2E-2.3 Base Course
1. Shall be crushed gravel approved by the Engineer.
2. Free from wood wastes, roots, organic, and other objectionable material.
3. Uniformly graded conforming to the following gradation units.
US Standard Sieve Size Percent Passing by Weight
19 mm 100% 9.5 mm 50 - 100% 4.75 mm 40 - 80% 2.36 mm 30 - 60% 1.18 mm 20 - 45% 300 um 8 - 20% 75 um 2 - 9% (washed wet sieving)
4. A minimum of 60% of material retained on the 4.75 mm sieve shall have at least two fractured faces. The percentage shall be determined by particle count.
2E-3.0 CONSTRUCTION
2E-3.1 Subgrade Preparation
1. Should the earthwork be done by others, centerline road profiles will be run by the Engineer to ensure that the subgrade left by the earthwork contractor is within allowable tolerance of ± 25 mm stipulated in Section 2A Earthworks. This information shall be made available to the Contractor if requested.
2. The subgrade shall be graded and shaped to within 15 mm of the approved stakes, crown, and grade shown on the Contract Drawings.
3. The Contractor shall maintain and protect the subgrade and be responsible at no cost to the Owner for its protection from vehicular traffic, rain or other damaging causes throughout the term of the contract. Damaged subgrades shall be scarified to a depth of 300 mm and reshaped and compacted to 100% Standard Proctor Density at no cost to the Owner.
4. Any soft spots and deleterious material shall be removed and backfilled with pitrun gravel and compacted to 100% Standard Proctor Density. No payment will be made for this work if the Contractor fails to identify these areas to the Engineer prior to the installation of utilities. DIVISION 2 - SITEWORK SECTION 2E - SUBGRADE PREPARATION, GRANULAR SUBBASE, BASE MATERIAL AND ADJUSTMENT OF APPURTENANCES Page 2E-4 2E-3.1 Subgrade Preparation (cont’d)
5. After installation of all utilities and prior to placement of subbase and base course gravels, the upper 150 mm and total width of subgrade shall be scarified and compacted to 100% Standard Proctor Density over the entire subgrade area, and proof-rolled in the presence of the Engineer with a piece of equipment approved by the Engineer. Soft spots shall be rectified as specified in Item 4 above.
2E-3.2 Adjustments to Utilities and Appurtenances
1. The Contractor shall ensure that no damage is done to the existing utilities or appurtenances. In the event that the Contractor deems it necessary to adjust the locations of a utility and/or its related appurtenances in order to protect it, he shall conduct the necessary relocations and after completion of the works, restore it to its original location and elevation at no cost to the Owner.
2. Appurtenances such as manholes, valve boxes, catch basins, etc., shall be adjusted by the Contractor to match finished grade and crown of the road.
3. On roads to be paved immediately after base operation has been completed, the appurtenances shall be adjusted to 10 mm below the paved surface.
4. The Contractor shall adjust appurtenances such as manhole frames, catch basin frames, etc., by adding or removing bricks or spacer rings.
5. Bricks or spacer rings added in order to adjust appurtenances shall be mortared into place. In either case, frames shall be mortared to the last row of bricks.
6. Valve boxes or other similar appurtenances shall be adjusted by sliding the valve box cover up or down to match the appropriate road grade elevation.
7. The top of the valve box risers shall be situated between 50 mm below the top of the valve box and 50 mm above the bottom of the valve box, as shown on the Standard Drawings.
2E -3.3 Subbase
1. After the subgrade has been approved by the Engineer, pitrun gravel shall be placed in 150 mm lifts to the depths and lines shown on the Contract Drawings and compacted to 100% Standard Proctor Density.
2E-3.4 Base Course
1. After the subbase has been approved by the Engineer, crushed gravel shall be placed to the depth and lines shown on the Contract Drawings and compacted to 100% Standard Proctor Density. DIVISION 2 - SITEWORK SECTION 2E - SUBGRADE PREPARATION, GRANULAR SUBBASE, BASE MATERIAL AND ADJUSTMENT OF APPURTENANCES Page 2E-5
2E-3.5 Compaction of Subbase and Base Course
1. The granular subbase and base course material shall be compacted by rolling with a pneumatic tired roller, vibratory roller, or other approved type. Each layer shall be compacted at the optimum moisture content, to 100 percent of the maximum dry density as determined by the Standard Proctor compaction test for the material used.
2. During compaction, water shall be added by an applicator in such quantities that the moisture content will be maintained at the optimum level as determined by the Standard Proctor test. If the moisture content exceeds the optimum moisture content, the material shall be aerated by mechanical means or work shall cease temporarily until the material has dried sufficiently to reach the optimum moisture content.
2E-3.6 Shaping of Subbase and Base Course
1. A blade grader shall be used in conjunction with the compaction equipment to keep the finished surface of each layer even and uniform. The finished surfaces of the granular base course and subbase course shall conform to the required cross-section and grades as shown on the Drawings and as staked by the Engineer, within a tolerance of plus or minus 15 mm. The finished subbase course surface shall show no depression more than 13 mm under a straight edge of 3 m long placed parallel to the road centerline. The finished base course surface shall show no depression more than 6 mm under a straight edge 3 m long placed parallel to the road centerline.
2E-3.7 Proof-Rolling of Subgrade, Subbase and Base Course
1. If ordered by the Engineer, the Contractor shall supply and operate a loaded test vehicle of 8200 kg axle load to test the subgrade, subbase and base course for rutting and weaving.
2E-4.0 TESTING
1. A Standard Proctor Density may be required on each type of material encountered. The frequency and type of compaction tests shall be at the discretion of the Engineer. Approximate testing frequency may be in the following range:
(a) Subgrade - one test per 500 square metres of subgrade.
(b) Soft Spot Repair - one test per 300 mm of backfill (to maximum of 100 square metres, then embankment requirements apply).
(c) Pitrun and Crushed Gravel - one test per 500 square metres. DIVISION 2 - SITEWORK SECTION 2E - SUBGRADE PREPARATION, GRANULAR SUBBASE, BASE MATERIAL AND ADJUSTMENT OF APPURTENANCES Page 2E-6 2E-5.0 MEASUREMENT AND PAYMENT
1. Unless otherwise specified in the Contract Documents, measurement of subgrade preparation, subbase and base course materials will be done by the tonne or by the horizontal area expressed in square metres to the nearest square metre of in-place material of a specified thickness, as calculated from the Contract Drawings.
2. Payment shall include all field layout, grade sheet preparation, equipment, labour, drainage protection of the work area, materials, royalties, pit development, proof-rolling, clean-up and all other incidental items to complete the work in accordance with the Contract Documents and Drawings.
2E-5.1 Subgrade Preparation
1. Measurement of the subgrade preparation shall be the horizontal area in square metres required under the pitrun and calculated from the Contract Drawings.
2. Payment for subgrade preparation shall be made at the Contract Unit Price per square metre or as otherwise noted on the Schedule of Quantities.
2E-5.2 Subbase
1. Unless otherwise specified in the Contract Documents, measurement of pitrun subbase material will be by the horizontal area expressed in square metres of in-place material of a specified thickness, calculated from the Contract Drawings.
2. Payment for subbase preparation shall be made at the Contract Unit Price per square metre or as otherwise noted on the Schedule of Quantities.
2E-5.3 Base Course
1. Unless otherwise specified in the Contract Documents, measurement of pitrun subbase material will be by the horizontal area expressed in square metres of in-place material of a specified thickness, calculated from the Contract Drawings.
2. Payment for the base course preparation shall be made at the Contract Unit Price per square metre or as otherwise noted on the Schedule of Quantities.
2E-5.4 Appurtenance Adjustment
1. Measurement of appurtenance adjustments will only be made when the utilities and appurtenances are existing or have been installed by another General Contractor.
2. Payment for appurtenance adjustment shall be made at the Contract Unit Price for each item adjusted and shall include supply and installation of all materials to complete the adjustment. There shall be no additional payment for temporarily lowering appurtenances or for locating or protecting of these appurtenances. DIVISION 2 - SITEWORK SECTION 2I - STRUCTURAL EXCAVATIONS Page 2I-1
DIVISION 2 - SITEWORK SECTION 2I- STRUCTURAL EXCAVATIONS INDEX
ITEM PAGE
2I-1.0 GENERAL 2I-2
2I-1.1 Scope 2I-2 2I-1.2 Related Specifications 2I-2 2I-1.3 Permits and Regulations 2I-2
2I-2.0 PRODUCTS 2I-2
2I-3.0 EXECUTION 2I-2
2I-3.1 Clearing, Grubbing and Site Preparation 2I-2 2I-3.2 Disposal of Materials 2I-2 2I-3.3 Stripping and Storing Topsoil 2I-3 2I-3.4 Excavations for Structures 2I-3 2I-3.5 Support: Sheeting, Shoring and Bracing 2I-3 2I-3.6 Excess Excavation 2I-4 2I-3.7 Dewatering 2I-4 2I-3.8 Backfilling Structures 2I-4 2I-3.9 Removal of Temporary Structures 2I-4 2I-3.10 Topsoil Placement and Site Restoration 2I-5 2I-3.11 Inspection 2I-5
2I-4.0 MEASUREMENT FOR PAYMENT 2I-5
2I-4.1 Common Excavation 2I-5 2I-4.2 Backfill and Site Restoration 2I-5 2I-4.3 Imported Backfill 2I-5 DIVISION 2 - SITEWORK SECTION 2I - STRUCTURAL EXCAVATIONS Page 2I-2 DIVISION 2 - SITEWORK SECTION 2I - STRUCTURAL EXCAVATIONS
2I-1.0 GENERAL
2I-1.1 Scope
1. This specification refers to clearing and grubbing, stripping of topsoil, excavation, maintenance and backfill work required for structures and related work.
2I-1.2 Related Specifications
1. 2B - Trench Excavation and Backfill 2. 2K - Rock Blasting 3. 3A - Cast-in-Place Concrete
2I-1.3 Permits and Regulations
1. All work is to be performed in compliance with the Accident Prevent Regulations of the Workers’ Compensation Board. A copy of these regulations shall be kept on the jobsite.
2. The Contractor shall obtain all local Municipal permits required for waste material disposal sites.
2I-2.0 PRODUCTS
1. Material specifications and definitions used in this section are as defined in Section 2B - Trench Excavation and Backfill.
2I-3.0 EXECUTION
2I-3.1 Clearing, Grubbing, and Site Preparation
1. Working within the approved stakes, the Contractor shall clear and grub the work site of foreign material, vegetation, and designated trees, or as instructed by the Engineer. All vegetative cover shall be removed immediately prior to construction activities. Trees and special areas to be preserved shall be clearly marked to avoid damage. Damaged trees shall be replaced.
2I-3.2 Disposal of Materials
1. All unwanted materials, and those derived from the clearing and grubbing operations, shall be disposed of at a site designated by the Contractor, and approved in writing by the Engineer.
2. If the unwanted material is to be disposed by burning, then the Contractor shall obtain the necessary permits, and shall abide by the rules of the permits in the burning operation. DIVISION 2 - SITEWORK SECTION 2I - STRUCTURAL EXCAVATIONS Page 2I-3
2I -3.3 Stripping and Storing Topsoil
1. The Contractor shall remove and store topsoil away from the working area. Care shall be taken in removing the topsoil to avoid mixing with the sub-soil or other materials. The topsoil shall be placed in stockpiles in areas designated by the Engineer.
2I-3.4 Excavations for Structures
1. The Contractor shall make excavations for structures in such a manner and to such a width that will allow adequate space for the construction of structures and connections to the structures.
2. Excavation for structure foundations shall be neatly finished and carried to the depth of the underside of the working mat, or to greater depth where noted on the Drawings or as directed by the Engineer.
3. All voids between the limits of excavation and the undersides of structures shall be filled with 15 Mpa concrete except where otherwise specified or shown on the Drawings, at the expense of the Contractor.
4. The foundations or undersides of all structures shall bear on firm, stable, undisturbed sub-soil and shall be capable of supporting the structure.
5. If the ground on which the structure is to rest, in the opinion of the Engineer, is unsuitable to receive the structure as shown on the Drawings, and the foundations cannot be consolidated by normal methods, the Engineer will instruct the Contractor to what extent extra excavation, special filling, or other extra work is required to secure a proper foundation. The Contractor shall be entitled to payment for the extra work done on the instructions of the Engineer. However, if such extra work is due to any act or fault of the Contractor in carrying out the Works, then the Contractor shall execute the extra work at his own expense.
6. Seal concrete in a thickness of 75 mm shall be used if exposure of the sub-soil to the elements is likely and if this would weaken the load bearing capacity of the sub-soil.
2I-3.5 Support: Sheeting, Shoring and Bracing
1. Wherever ground conditions are such that collapses may occur, the sides of all excavations shall be properly supported and the bottoms of the excavations shall be adequately protected at no extra cost to the Owner.
2. The Contractor shall provide and set all shoring, bracing, piling, sheet piling, lagging, tie-backs, etc. to adequately protect the excavation and any adjacent structures from damage. Sheeting shall be carried out by the Contractor, at no extra cost to the Owner, where specified, and when ordered by the Engineer. DIVISION 2 - SITEWORK SECTION 2I - STRUCTURAL EXCAVATIONS Page 2I-4 2I-3.5 Support: Sheeting, Shoring and Bracing (Cont.)
3. Failure of the Engineer to order that excavations be supported, use of adequate timber, bracing, shores, etc. to be left in place or to give or fail to give any order or directions as to the methods of driving and placing sheeting, bracing, shores, etc. shall not in any way relieve the Contractor of any of his obligations under this Contract.
2I-3.6 Excess Excavation
1. Should the Contractor excavate below grade or outside the required limits of cut, not ordered by the Engineer, he will not receive payment for such material taken out. Furthermore, he shall be required to either fill or backfill the excavation with suitable material and satisfactorily compact it at his own expense.
2. Where the Engineer instructs the Contractor in writing to carry excavations below the depth shown on the Drawings, or specified herein, to obtain a sound and satisfactory foundation, the extra volume of material subsequently excavated, and the extra volume of material subsequently necessary to fill the void will be computed and extra payment will be made based on a negotiated unit cost as shown in the Schedule of Quantities.
2I-3.7 Dewatering
1. See Section 2B, Item 2B-3.4, Dewatering.
2I-3.8 Backfilling Structures
1. As soon as practicable, after the structures have been completed and the concrete has acquired a suitable degree of strength, or when instructed by the Engineer, the backfilling shall begin and shall thereafter be placed expeditiously. Backfilling shall be carried out using approved or native material as shown, and be placed in layers not more than 300 mm thick, loose depth, wetted if required, and compacted to 95% Standard Proctor Density. Care shall be taken to construct the fill evenly around the structures to keep asymmetrical loading to a minimum. The backfilling shall be done carefully so that no damage is done to waterproofed faces or the structure. Upon completion of fill placement, side slopes shall be trimmed and graded to the lines and grades shown on the Drawings.
2. Should, in the opinion of the Engineer, the native material prove unsatisfactory as backfill material, the Contractor shall import approved material. The Contractor shall be entitled for payment based on pre-determined unit costs.
3. If specified on the Drawings, imported granular material shall be used as structural backfill to the lines and grades shown on the Drawings.
4. The imported granular material shall be placed in uniform lifts of loose depths not exceeding 300 mm and shall be compacted to 95% Standard Proctor Density.
DIVISION 2 - SITEWORK SECTION 2I - STRUCTURAL EXCAVATIONS Page 2I-5 2I-3.9 Removal of Temporary Structures
1. All temporary supports and shores used in the excavations shall be removed at the Contractor’s expense and at his own risk, as the progress of the Works permits. If, however, in the opinion of the Engineer, it is desirable that any such supports be left in place, the Engineer shall issue instructions to the Contractor accordingly and payment made to the Contractor in an amount not exceeding the replacement value of materials left in place.
2I-3.10 Topsoil Placement and Site Restoration
1. Unless otherwise specified, all structural fill side slopes and top surfaces shall be finished with a lift of topsoil which has been previously stockpiled on-site.
2. The Contractor shall restore the site to the contours and specifications shown on the Drawings and to the satisfaction of the Engineer.
2I-3.11 Inspection
1. The Engineer will inspect excavations and backfill procedures. The Engineer shall be notified by the Contractor of forthcoming stages of work and if poor soil conditions or groundwater is encountered.
2I-4.0 MEASUREMENT FOR PAYMENT
2I-4.1 Common Excavation
1. No specific payment shall be made for clearing and grubbing, stripping and storing topsoil, and common excavation for structural foundations. Common excavation shall include all shoring, cribbing, sheeting or other temporary features as well as maintenance work, and will be paid for under the Lump Sum Price for the structure included in the Schedule of Quantities.
2. No payment for rippable rock shall be made. Excavation of rippable rock shall be considered as common excavation.
2I-4.2 Backfill and Site Restoration
1. No specific payment shall be made for backfilling structures, placing of topsoil and site restoration. Payment for these items shall be included in the Lump Sum Price for the structure.
2I-4.3 Imported Backfill
1. The volume of imported backfill shall be measured on a per cubic metre basis as determined by the Engineer.
2. Payment for imported backfill will be made at the Contract Unit Price per cubic metre.
DIVISION 3 - CONCRETE SECTION 3A - CAST-IN-PLACE CONCRETE Page 3A-1
DIVISION 3 - CONCRETE SECTION 3A - CAST-IN-PLACE CONCRETE INDEX ______
ITEM PAGE
3A-1.0 GENERAL 3A-2
3A-1.1 Scope 3A-2 3A-1.2 References 3A-2 3A-1.3 Testing 3A-2 3A-1.4 Notification 3A-2
3A-2.0 PRODUCTS 3A-2
3A-2.1 References 3A-2 3A-2.2 Mix Designs 3A-2 3A-2.3 Concrete Criteria 3A-3 3A-2.4 Reinforcement 3A-3 3A-2.5 Hardware 3A-3 3A-2.6 Storage 3A-3 3A-2.7 Testing 3A-3
3A-3.0 EXECUTION 3A-4
3A-3.1 Formwork 3A-4 3A-3.2 Construction Joints 3A-4 3A-3.3 Placing of Reinforcement and Hardware 3A-4 3A-3.4 Placing Concrete 3A-4 3A-3.5 Curing and Protection 3A-4 3A-3.6 Toppings 3A-4 3A-3.7 Finishing 3A-4 3A-3.8 Inadequacies 3A-4
DIVISION 3 - CONCRETE SECTION 3A - CAST-IN-PLACE CONCRETE Page 3A-2
DIVISION 3 - CONCRETE SECTION 3A - CAST-IN-PLACE CONCRETE ______
3A-1.0 GENERAL
3A-1.1 Scope
1. These specifications refer to all concrete work.
3A-1.2 References
1. As applicable, the following is referred to:
a) British Columbia Building Code b) CSA A23.1-09 (or latest edition) c) CSA A23.2-09 (or latest edition) d) CSA A23.3-09 (or latest edition)
2. The Contractor shall have at least one copy of CSA A23.1 and A23.2 on the jobsite at all times and shall be familiar with same.
3A-1.3 Testing
1. The Owner will arrange for materials tests but the Contractor may provide for his own testing. Quality of materials and workmanship is sole responsibility of the Contractor.
3A-1.4 Notification
1. The Contractor is to advise the Engineer at least 48 hours in advance of any concrete pour.
3A-2.0 PRODUCTS
3A-2.1 References
1. Concrete materials: CSA A23.1-09 (or latest edition) Concrete Testing: CSA A23.2-09 (or latest edition)
3A-2.2 Mix Designs
1. Except if specified, concrete to be as per Alternative 1, Clause 4.1.2 (Table 5)
2. Mix designs to be prepared over seal and signature of a Professional Engineer currently on the B.C. Register. (Exception: if written permission is obtained from the Consultant.)
DIVISION 3 - CONCRETE SECTION 3A - CAST-IN-PLACE CONCRETE Page 3A-3
3A-2.3 Concrete Criteria
1. Cement: Type 10 (CSA-A5)
2. All concrete to conform to Clause 4, (Tables 1 & 2)
3. Strengths:
Lean concrete not exposed to water or weather: 10 MPa Lean concrete exposed to water or weather: 15 MPa Structural: 25 MPa Sidewalks, Curbs, Gutters, Pavements and Hydraulic Structures: 32 MPa
4. Exposure Classes: Sidewalks, curbs, gutters and Pavements: C-2
Concrete immersed in water, sewage or exposed to wetting: F-1
Structural concrete in the interior of British Columbia: F-2
Concrete Inside Buildings: N
5. Nominal Size coarse Aggregate: 20mm
6. Air Content: as per Clause 4.4.4 (Table 4)
7. Admixtures: as shown or as approved
3A-2.4 Reinforcement
1. Deformed bars to CSA G30.12 with minimum yield strength of 400 MPa conforming to Clause 6.1.
2. Welded wire Fabric: to CSA G30.5
3A-2.5 Hardware
1. to Clause 6.2, fabricated to CSA S16
3A-2.6 Storage - to Clause 5.1
3A-2.7 Testing
1. Mill-test certificates may be required.
2. Samples of reinforcement may be tested.
3. Concrete to be tested per Clause 4.4 and CSA A23.2
4. Air tests for concrete with Exposure Class C-2 and F-1 will be for every load. DIVISION 3 - CONCRETE SECTION 3A - CAST-IN-PLACE CONCRETE Page 3A-4
3A-3.0 EXECUTION
3.1 Formwork
1. to WCB regulations 2. to Clauses 6.4 and 6.5 except if shown otherwise
3.2 Construction Joints
1. To Clause 7.3 with advance documentation
3.3 Placing of Reinforcement and Hardware
1. to Clauses 6.6 and 6.7
3.4 Placing Concrete to Clauses 5.2 and 7.2.
3.5 Curing and Protection to Clause 7.4.
3.6 Toppings to Clause 7.6.
3.7 Finishing 1. to Clauses 7.5, 7.6, 7.7 and 6.8 2. unless shown differently: Exterior Slabs: broom finish Interior Slabs: steel trowel finish Curbs and Gutters floating Formed Formed Surfaces to Clause 7.7 except if shown differently
3.8 Inadequacies:
1. Materials with inadequacies discovered prior to installation: not to be used;
2. Materials with inadequacies discovered after installation:
a) to be replaced at Contractor's expense. b) to be accepted under remedial conditions proposed by the Contractor and accepted by the Consultant. DIVISION 5- METALS SECTION 5A - STRUCTURAL STEEL AND MISCELLANEOUS METALS Page 5A-1
DIVISION 5- METALS SECTION 5A - STRUCTURAL STEEL AND MISCELLANEOUS METALS INDEX
ITEM PAGE
5A-1.0 GENERAL 5A-2
5A-1.1 Scope 5A-2 5A-1.2 Related Specifications 5A-2 5A-1.3 Reference Codes 5A-2 5A-1.4 Manufacturing Standards 5A-2 5A-1.5 Submittals 5A-2 5A-1.6 Testing 5A-3 5A-1.7 Alternatives 5A-3 5A-1.8 Loads and Forces 5A-3
5A-2.0 PRODUCTS 5A-3
5A-2.1 Certificates 5A-3 5A-2.2 Steel 5A-3 5A-2.3 Fasteners 5A-3 5A-2.4 Embedded Anchors & Connectors 5A-3 5A-2.5 Electrodes 5A-3 5A-2.6 Grating 5A-4 5A-2.7 Checkered Plate 5A-4 5A-2.8 Bird Screens 5A-4 5A-2.9 Iron Castings 5A-4 5A-2.10 Pipe Railings 5A-4 5A-2.11 Paint 5A-4 5A-2.12 Zinc Coating 5A-4 5A-2.13 Cast-in-Place Ladder Rungs 5A-4 5A-2.14 Alternative Materials 5A-4 5A-2.15 Miscellaneous Materials 5A-5
5A-3.0 EXECUTION 5A-5
5A-3.1 Personnel 5A-5 5A-3.2 Equipment 5A-5 5A-3.3 Fabrication 5A-5 5A-3.4 Welding 5A-5 5A-3.5 Erection 5A-5 5A-3.6 Special Considerations 5A-6 5A-3.7 Shop Drawings 5A-6 5A-3.8 Tolerances 5A-6 5A-3.9 Certification 5A-6
DIVISION 5- METALS SECTION 5A - STRUCTURAL STEEL AND MISCELLANEOUS METALS Page 5A-2
DIVISION 5- METALS SECTION 5A - STRUCTURAL STEEL AND MISCELLANEOUS METALS
5A-1.0 GENERAL
1. The provisions of Section 1B - General Specifications shall be deemed to apply to and form an integral part of the work of this Section.
5A-1.1 Scope
1. This section governs the supply, manufacture and installation of all necessary materials, labour and equipment to provide for all structural steel and miscellaneous metal works. For the purpose of this Contract, no distinction is made between miscellaneous metal works and structural steel.
5A-1.2 Related Specifications
1. All sections in Division 3 - Concrete. Sections in Division 9 - Protective Coatings. Applicable sections pertaining to glass-fibre reinforced plastics.
5A-1.3 Reference Codes
1. Materials, Labour and Equipment applicable to this section shall conform to provisions of CAN3-S16.1, with the provisions of CAN3 W47.1, W47.2, W59 and S157 being part thereof.
2. For the purpose of this section, all work under this section shall be deemed to be done under provisions of the British Columbia Building Code.
3. The Contractor’s subtrades shall be certified under the reference standards and a documented proof to this effect shall be provided over seal and signature of the subtrade’s Engineer.
5A-1.4 Manufacturing Standards
1. The firm producing metal works under this Section shall be registered by the Canadian Welding Bureau under CAN3 W47.1, either Division 1 or Division 2. Subletting of work shall not relieve the firm of responsibility for quality of work either during manufacture or erection or installation.
5A-1.5 Submittals
1. Shop and erection drawings shall be submitted for review by the Engineer prior to commencement of fabrication. These drawings shall be complete as to identification of materials, methods of construction, location of installation and references for coordination with others.
DIVISION 5- METALS SECTION 5A - STRUCTURAL STEEL AND MISCELLANEOUS METALS Page 5A-3
5A-1.6 Testing
1. Quality control, including testing, shall be the Contractor’s sole responsibility, delegated to the Subcontractor as may be deemed appropriate.
5A-1.7 Alternatives
1. As per Section 2.5 of the B.C. Building Code, equivalents may be used. All materials and methods of work will have to be certified by Subcontractor’s Engineer over seal and signature if alternatives are used.
5A-1.8 Loads and Forces
1. Loads and Forces, where given on the structural drawing(s) shall be considered by the fabricator’s Engineer when preparing shop and fabrication drawings.
5A-2.0 PRODUCTS
5A-2.1 Certificates
1. If requested by the Engineer, the Contractor shall provide mill-test certificates for the materials used or affidavits to that effect.
5A-2.2 Steel
1. Rolled sections and plates shall conform to CSA G40.21W with a minimum yield stress of 44 ksi (300 MPa).
2. Hollow structural sections shall have a minimum yield stress of 50 ksi (350 MPa).
5A-2.3 Fasteners
1. Structural connections: bolts, nuts, washers to ASTM A325; Anchor bolts, nuts and washers, as well as such fasteners for non-structural service: ASTM A307 or Hilti “kwik” bolts of equivalent strength except if specifically called for differently.
5A-2.4 Embedded Anchors and Connectors
1. Embedded anchors and shear connectors shall be Nelson “H” studs of suitable sizes. Threaded connectors shall be Nelson “CPL” studs.
5A-2.5 Electrodes
1. Welding electrodes shall be E70XX or equivalent materials for semi-automatic or automatic welding processes.
DIVISION 5- METALS SECTION 5A - STRUCTURAL STEEL AND MISCELLANEOUS METALS Page 5A-4 5A-2.6 Grating
1. Grating used shall be electro-forged and shall be of a size suitable to carry a live load of 600 kg/m2 with a deflection of less than 7 mm.
2. In general, bearing bars shall be 30 mm apart and twist bars shall be 100 mm apart.
5A-2.7 Checkered Plate
1. Minimum thickness of any checkered plate shall be 5 mm. Plates shall have a pattern conforming to “Fugi”, “Danube”, “Algoma” or as approved. Plates shall be cut from stock and patchwork shall not be permitted.
5A-2.8 Bird Screens
1. Bird screens shall have openings not larger than 20 mm and materials shall have equivalent diameters of 1.6 mm.
5A-2.9 Iron Castings
1. Iron castings shall be from prepared patterns and moulds. They shall conform to ASTM A48.
5A-2.10 Pipe Railings
1. Railings shall be from standard pipe materials with an outside diameter of 42 mm and a wall thickness of 4.8 mm.
5A-2.11 Paint
1. Prime coats of paint shall be red-lead, iron oxide, oil-alkyd primer to CGSB 1GP 140C, except if otherwise shown and approved.
5A-2.12 Zinc Coating
1. Hot-dip zinc coating shall be to ASTM A123 except that pipe hand-railing materials may be zinc-coated prior to fabrication to ASTM A53.
5A-2.13 Cast-in-Place Ladder Rungs
1. Ladder rungs shall be 20 mm diameter, 400 mm wide and with at least 180 mm projection. Embedment shall be at least 150 mm.
DIVISION 5- METALS SECTION 5A - STRUCTURAL STEEL AND MISCELLANEOUS METALS Page 5A-5 5A-2.14 Alternative Materials
1. Where the Contractor selects to provide alternative materials, such as stainless, aluminum, etc., or when he selects to provide corrosion protection by alternative means, such as coal-tar epoxy, the Contractor shall obtain the Engineer’s approval prior to preparation of shop drawings.
2. Non-metallic materials will be considered in lieu of metals as shown on the drawings but only if approved.
5A-2.15 Miscellaneous Materials
1. Miscellaneous materials shall be compatible with installation and shall be listed on the shop drawings.
5A-3.0 EXECUTION
5A-3.1 Personnel
1. All personnel in fabrication and installation or erection of metal works shall be experienced and certified in their respective functions, as per CSA W47.
5A-3.2 Equipment
1. Equipment used shall be of commercial make and shall comply with applicable safety codes. It shall be used only within rated capacity.
5A-3.3 Fabrication
1. All components shall be of true dimensions, with manufacturing tolerances not exceeding those outlined in CSA S16 and related standards, but in no case with tolerances that would impede the effective and safe operation of the works.
2. Exposed surfaces shall be with smooth surfaces, with sharp and with well-defined lines. Edges shall be ground.
3. Attachments shall be adequate for assembling and securing the metal work and for service intended. Concealed fasteners shall be used wherever practical.
4. Connections shall be welded except where bolting is specified or where bolting is required for shipping and erection procedures. Holes shall be drilled and countersunk as required for attachment of hardware, etc.
5A-3.4 Welding
1. Welding shall conform to CSA W59. Alternative methods need to be approved in writing in advance of any fabrication or erection.
2. Field welding shall be without detrimental effects to the works and weldments shall be ground smooth. Spatter shall be removed and neutralized. DIVISION 5- METALS SECTION 5A - STRUCTURAL STEEL AND MISCELLANEOUS METALS Page 5A-6 5A-3.5 Erection
1. Erection shall conform to CSA S16 requirements, to WCB safety regulations and shall be carried out without detrimental effect of any kind to the works.
2. Where, during erection or installation, the protective surface treatment of components is harmed, it shall be made good in a suitable manner, such as touch- up painting after suitable surface preparation.
5A-3.6 Special Considerations
1. Gratings shall be made with matched fit and banded. Individual grating sections shall not be heavier than 120 kg except if approved.
2. Ladders shall be with 20 mm diameter bars as rungs, 400 mm wide, and with rung spacing of 300 mm. Styles shall be flat bars, 10 mm by 60 mm. Connections to support structure shall be also 100 mm by 60 mm flat bars, spaced at not more than 3000 mm and connected to supports with equivalent of 20 mm diameter bolts. Ladders shall have their bottom rung not less than 300 mm from the base and not more than 600 mm thereof.
5A-3.7 Shop Drawings
1. Shop drawings shall be prepared by the Subcontractor and shall be accepted by the Contractor prior to submission to the Engineer for review. The shop drawings shall conform to standards and shall be supplemented by applicable Welding procedure data.
2. No fabrication shall be undertaken until reviewed by the Engineer. Shop drawings must conform to Clause 2.3.4.4 of the B.C. Building Code.
3. Details are to be worked out by the fabricator and accepted as per Shop drawings.
4. Where structural members are shown joining, without specific loads being given, connections shall be adequate to transmit 80% of the maximum shear loads possible.
5A-3.8 Tolerances
1. Tolerances and quality of finish shall be given in CAN3 S16.1. In any case, alignments shall be within 3 mm tolerances and surfaces shall be finished smooth and preclude harm to workmen.
5A-3.9 Certification
1. In case of concern, the Subcontractor’s Engineer shall be prepared to certify completed work as meeting stipulated requirements.
DIVISION 15 - MECHANICAL SECTION 15A - GENERAL Page 15A-1
DIVISION 15 -MECHANICAL SECTION 15A - GENERAL INDEX
ITEM PAGE
15A-1.0 GENERAL 15A-2
15A-1.1 Scope 15A-2 15A-1.2 Schedules (List) 15A-3 15A-1.3 Regulations 15A-4 15A-1.4 General 15A-4 15A-1.5 Equipment List 15A-4 15A-1.6 Working Drawings and Operation Manuals 15A-4 15A-1.7 Appurtenances, Fittings, Connecting Piping & Accessories 15A-4 15A-1.8 As Indicated 15A-5 15A-1.9 Related Specifications 15A-5
15A-2.0 PRODUCTS 15A-5
15A-2.1 Pipe and Fittings 15A-5 15A-2.2 Pipe Joints - General 15A-11 15A-2.3 Special Pipe Joints 15A-14 15A-2.4 Joints for Specific Pipes 15A-14 15A-2.5 Miscellaneous Equipment 15A-17
15A-3.0 EXECUTION 15A-26
15A-3.1 Materials Handling and Storage 15A-26 15A-3.2 Anchor Bolts 15A-26 15A-3.3 Concrete Equipment Bases 15A-26 15A-3.4 Equipment Supports 15A-26 15A-3.5 Guards 15A-26 15A-3.6 Flashing 15A-27 15A-3.7 Drainage Connections 15A-27 15A-3.8 Pipes Through Walls, etc. 15A-28 15A-3.9 Supports 15A-29 15A-3.10 Pipe Drainage and Venting 15A-29 15A-3.11 Pipe Installations 15A-29 15A-3.12 Testing Procedures 15A-30 15A-3.13 Disinfection 15A-30
15A-4.0 MEASUREMENT FOR PAYMENT 15A-30
DIVISION 15 - MECHANICAL SECTION 15A - GENERAL Page 15A-2
DIVISION 15 - MECHANICAL SECTION 15A - GENERAL
15A-1.0 GENERAL
The provisions of Section 1B shall be deemed to apply to and form an integral part of the work of this Section.
15A-1.1 Scope
1. All excavation, bedding, backfilling, and concrete work required in connection with this work will be performed under Division 2 and 3. 2. Under this Section, the Contractor shall supply, install and test all ductile iron, mill steel, fabricated steel, and all mechanical items together with certain piping systems, all as specified equipment herein and as shown on the Drawings. 3. The work shall include all couplings, gaskets, bolts and nuts for valves, meters, connections to Yard Piping, similar items associated with the work, and all other items necessary for the proper functioning of the equipment or reasonably inferable from the Drawings, whether indicated on the Drawings or as specified herein, or not. 4. Cutting and patching, drilling and fitting shall be carried out under this Section, as required for these piping systems. 5. The Contractor shall make all connections to piping supplied under other sections as required and as shown on the Drawings, and shall co-operate with the adjoining Contractor to achieve consistent and complete piping at all points of connection. 6. Dimensions associated with existing structures and piping shall be checked in the field before fabrication and installation are started. 7. For ductile or cast iron piping, it is noted that the Contractor may utilize the rigid, grooved end system comprising couplings and fittings in lieu of the rigid, flanged system shown on the Drawings. However, standard couplings for purposes of flexibility and disassembly shall be furnished as shown on the Drawings for either case. DIVISION 15 - MECHANICAL SECTION 15A - GENERAL Page 15A-3 15A-1.2 Schedules (List)
A. DUCTILE IRON PIPING
Diameter Coating (mm) Service Location Connection Interior Exterior s
NOT APPLICABLE
B. MILL STEEL PIPING
Diameter Coating (mm) Service Location Connection Interior Exterior s
NOT APPLICABLE
C. SPECIAL PIPING SYSTEMS
Diameter Coating (mm) Service Location Connection Interior Exterior s
NOT APPLICABLE
D. MILL STEEL PIPING/FAB STEEL ALT ACCEPTABLE
Diameter Coating* (mm) Service Location Connections Interior Exterior 100 - 200 Discharg Pump Control & Flanged, Plain End e Water Treatment Welded CTep Piping Bldg. Buried 75 - 150 Discharg Well Casing Threaded Galv. Galv. e Riser Pipe 100 - 200 Discharg Pump Control & Welded, Flanged CTep S.P. e Water Treatment Plain End Piping Bldg.
*Coating Legend: (applies to all piping)
CTP - coal tar paint CML - cement mortar lined CTE - coal tar enamel EPP - epoxy paint S.P. - shop primed Galv. - galvanized DTW - “Denso” tape wrapped R.L. - rubber lined (underground) CTep - coal tar epoxy Gl.L. - glass lined DIVISION 15 - MECHANICAL SECTION 15A - GENERAL Page 15A-4 15A-1.3 Regulations
1. The work shall conform to the B.C. Plumbing Code, the Canadian Plumbing Code latest edition and all other codes, bylaws, etc. of Provincial and Municipal authorities having jurisdiction. There shall be no additional compensation for complying with any condition embodied in such regulations. 2. When the work as shown and/or as specified exceeds the minimum requirements of such regulations, the Drawings and/or Specifications shall govern. 3. All permits, inspections and certificates required for this Section shall be provided by the Contractor.
15A-1.4 General
1. The runs of piping, position of fixtures, etc. specified herein and shown on the Drawings indicate the general arrangement of this equipment. The Contractor shall co-ordinate the work under this Section with all other trades, in particular the structural work, and shall make all necessary changes or additions to the runs to accommodate structural conditions, piping, mechanical equipment, etc. 2. The Contractor shall install the systems and apparatus in a practical and first-class manner and he shall guarantee all work and apparatus against defects of workmanship and material and shall make good any and all defects which may develop. 3. The Contractor is referred to the General Conditions for requirements concerning:
(a) Working Drawings (b) Tools, Manuals, etc. (c) Equipment Guarantees (d) Materials and Workmanship (e) Installation (f) Equivalents
15A-1.5 Equipment List
1. Submit list of manufacturers‟ names and details of materials to be used on this project within ten (10) days after Award of Contract. Do not order equipment until list is reviewed and approved.
15A-1.6 Working Drawings and Operating Manuals
1. The Contractor shall submit seven (7) sets of Working Drawings and four (4) sets of Operating and Maintenance Manuals for review for all items included in the Division.
15A-1.7 Appurtenances, Fittings, Connecting Piping and Accessories
1. All appurtenances, fittings, connecting piping and accessories necessary for the proper functioning of the system or reasonably inferable from the Drawings shall be supplied and installed with the equipment, whether indicated on the Drawings or specified herein, or not. DIVISION 15 - MECHANICAL SECTION 15A - GENERAL Page 15A-5 15A-1.8 As Indicated
1. As indicated means that the item or items specified are shown on the Drawings.
15A-1.9 Related Specifications
1. 9K - Painting and Protection Coatings
15A-2.0 PRODUCTS
15A-2.1 Pipe and Fittings
1. Ductile Iron Pipe
Pipe
ANSI A21.51 “Ductile Iron Pipe Centrifugally Cast in Metal Molds or Sand Lined Molds for Water and other Liquids” AWWA C151/A21.51/A21.51.
Fittings
ANSI A21.10 “Grey Iron and Ductile Iron Fittings, 50 mm through 1200 mm for Water and other Liquids”, bell and spigot, plain end, flanges, grooved end.
Service
Pump suction and discharge, Water Service, buried pressure pipe 100 mm diameter and over.
2. Cast Iron Soil Pipe
Pipe
CSI B.70 “Cast Iron Soil Pipe, Fittings and Methods of Joining”, bell and spigot or plain end.
Fittings
CSI B.70 “Cast Iron Soil Pipe, Fittings and Methods of Joining”, bell and spigot or plain end.
Service
Buried soil, waste, storm and vent. Concrete encased soil, waste, storm and vent. Unburied soil, waste, and vent, 75 mm size and over. DIVISION 15 - MECHANICAL SECTION 15A - GENERAL Page 15A-6 15A-2.1 Pipe and Fittings (Cont’d)
3. Asbestos Cement Soil Pipe
Pipe
CGSB-34-GP-22 asbestos cement soil pipe and couplings equal to “Canadian Johns-Manville Transite White Soil Pipe with Ring-Tite Couplings”, Type 1 in sizes up to and including 150 mm and Type 2 for all larger sizes.
Fittings
“Crowle” cast iron “Ring-Tite” fittings, in sizes up to and including 150 mm.
“Transite” asbestos cement “Ring-Tite” fittings for all sizes larger than 150 mm.
Service
Storm drains and rainwater leaders 75 mm size and over.
4. Copper Tube (Pressure Application)
Pipe
ASTM B.88, Type K and Type L seamless copper tube, hard-drawn.
Fittings
ANSI B16.22, wrought copper and bronze solder-joint pressure fittings, screwed.
Service
- Buried potable water 50 mm size and under, (Type “K”). - Unburied potable water 50 mm size and under, (Type “L”).
5. Copper Tube (DWV)
Pipe
ASTM B.306 Type DWV, seamless copper tube, hard-drawn.
Fittings
ANSI B16.23, cast bronze solder-joint pressure fittings, DWV.
Service
Unburied storm, sanitary soil, waste, and vents under 75 mm size.
DIVISION 15 - MECHANICAL SECTION 15A - GENERAL Page 15A-7
15A-2.1 Pipe and Fittings (Cont’d)
6. Mill Steel
Pipe
ASTM A.120-76, A53-76 Schedule 40 steel pipe CSA B-63, galvanized, grooved ends, welded, flanged.
Fittings
CSA B.242 “Groove and Shoulder Type Mechanical Couplings” “Victaulic” Style 77 or 71 for grooved pipe.
Service
Potable water 63 mm size and larger, pump suction and discharge, compressed air.
7. Mill Steel (Galvanized) (Pressure Application)
Pipe
ASTM A.120-76, A53-76 Schedule 40 steel pipe CSA B-63, galvanized, screwed and coupled.
Fittings
ANSI B16.3 standard weight galvanized screwed, banded, galvanized malleable iron.
Service
Potable water 50 mm size and under as-specified for heavy duty service.
8. Mill Steel (Galvanized) (DWV)
Pipe
ASTM A.120 Schedule 40 steel pipe, galvanized, screwed and coupled.
Fittings
ANSI B16.12 standard weight ledge type screwed galvanized cast iron drainage facilities.
Service
Acceptable alternative to copper DWV for unburied storm, sanitary, soil, waste and vents under 75 mm size.
Equipment drains. DIVISION 15 - MECHANICAL SECTION 15A - GENERAL Page 15A-8
15A-2.1 Pipe and Fittings (Cont’d)
9. Mill Steel (Black)
Pipe
ASTM A.120 Schedule 40 steel pipe, screwed and coupled, and with beveled ends for butt-welding.
Fittings
ANSI B16.9 Schedule 40 black steel butt weld fittings.
Service
Sump Pump Discharge. All concealed piping and all piping 63 mm size and over to have butt-weld joints and fittings. All exposed piping 50 mm size and under to have screwed joints and fittings.
10. Polyvinylchoride Pipe (Pressure Application)
Pipe
ASTM D1785-76 Schedule 40, 80 and 120 pipe, solvent welded.
Fittings
ASTM D2466-34, D2467-34, and D2464-34, Plastic pipe fitting and solvent.
Service
Chemical lines, process water, potable water.
11. Polyvinylchoride Pipe (Sewer Pipe)
Pipe
ASTM D2729-34, Sewer pipe and fittings, D2665-34. Plastic Drain, Waste and Vent pipe.
Fittings
ASTM D2665-34, bell spigot solvent weld.
Service
Waste, vent stacks, drains, non-pressure. DIVISION 15 - MECHANICAL SECTION 15A - GENERAL Page 15A-9
15A-2.1 Pipe and Fittings (Cont’d)
12. Fabricated Steel Piping
Pipe
Plate ASTM A-283, (Grade C or D) “Low and Intermediate Tensile Strength Carbon Steel Plates of Structural Quality”.
Design Standards A.S.M.E. Boiler and Pressure Vessel Code. Section 8 - Unfired Pressure Vessels; 1.6 mm corrosion allowance; minimum plate thickness as noted. Special design and reinforcement where shown and where required.
Pipe A.W.W.A. C-200 - “Steel Water Pipe 150 mm and Larger”. Average Length: Fabricated - 9.1 m Mill Type - 10.7 m
Seams in Fabricated Maximum of one longitudinal seam and three girth seams. Longitudinal seams staggered on opposite sides for adjacent sections.
Fittings
Flanges ANSI B16.5 “Steel Pipe Flanges, Flanged Valves and Fittings”, Class 150 slip-on or welding-neck type; forged steel; 1600 kPa service rating (flat-faced); provide back-up ring when used on mortar lined pipe.
Blind Flanges Plate flanges will be acceptable.
Fittings 1. Dimensions - A.W.W.A. C208 “Dimensions for Steel Water Pipe Fittings” (Table 1); complete with approved collars, ribs, stiffeners and plate reinforcement where shown and where required; reference A.W.W.A. Report M11 “Steel Water Pipe Manual”, where required, fittings shall be suitably reinforced. In particular, tees, wyes, and similar fittings, on cement mortar-lined pipe, shall be reinforced such that the deflection will not exceed 2%.
2. ANSI B16.9 “Steel Butt Welding Fittings”.
Welding A.S.M.E. Boiler and Pressure Vessel Code, Section 8 - Unfired Pressure Vessels; Section 9 - Welding Qualifications. DIVISION 15 - MECHANICAL SECTION 15A - GENERAL Page 15A-10
15A-2.1 Pipe and Fittings (Cont’d)
Mechanical C.S.A. Std. B242 “Groove and Shoulder Type Mechanical Pipe Couplings” a) Standard: Victaulic Style 44 for collared ends, Type D; 6 mm nominal separation.
OR
b) For plain end pipe: Style 51 may be used when specified; 25 mm nominal separation.
Fabrication Requirements
A. Shop Drawings
Before fabrication, Working Drawings of steel piping in sizes 350 mm and larger (showing layout, details, and materials) shall be submitted to the Engineer for review as outlined in the General Clauses.
The following information shall be submitted for shop welding associated with fabricated and mill steel pipework:
a) Method of welding - automatic or manual b) Type of welding rods c) Method of preparing edges d) Welding procedure e) Cleaning of welds
B. Welding Qualifications
Test done under Section 9 of ASME Code as previously specified shall be done in the number required by and in the presence of the Client. The procedure and performance qualifications once accepted shall be adhered to at all times and no change may be made without the written permission of the client. Welding operators shall not be permitted to perform welding until qualified by the above tests and approved by the Canadian Welding Bureau or the Boiler and Pressure Vessel Safety Branch of the Ministry of Labour under the requirements of C.S.A. W-47. In addition, the welding shall be carried out to the requirements of C.S.A. W59.1.
C. Relieving
If required, pieces containing large amounts of welding shall be stress relieved at the fabricator‟s shop prior to assembly. The procedure for stress relieving shall be in accordance with Section 8 of the A.S.M.E. Code.
DIVISION 15 - MECHANICAL SECTION 15A - GENERAL Page 15A-11
15A-2.1 Pipe and Fittings (Cont’d)
D. Radiographic Inspection
Unless otherwise specified, spot radiographic inspection of shop welding shall be carried out in the fabricator‟s shop at the Contractor‟s expense, to the satisfaction of the Engineer. Interpretation of such tests shall be by the fabricator to the satisfaction of the Engineer or directly by the Engineer.
Radiographic test procedure and interpretation shall be in accordance with Item UW-52 of Section 8 of the A.S.M.E. Code.
E. Welding Inspection and Repairs
Inspection of welding shall be undertaken by an organization certified by the Canadian Welding Bureau for the inspection of welded piping to C.S.A. W178 “Qualification Code for Welding Inspection Organizations”.
Shop welding inspected by radiographic or other means and judged unacceptable shall be repaired by the “carbon-arc gouging” process, to the satisfaction of the Engineer at no additional cost to the client.
15A-2.2 Pipe Joints - General
1. Flanges
Unless otherwise specified, full-faced one-piece gaskets shall be supplied for all flanged joints. They shall be of 3.2 mm thick rubber with cloth insertion.
For raised-face flanges, gaskets shall be of the one-piece, soft, flat ring type and shall be tangent to the bolt circle. They shall be of 1.6 mm thick compressed asbestos with rubber binder; equal to “Garlock” Style 7021.
For process air and gas service, gaskets shall be of homogenous neoprene.
Unless otherwise specified, all bolts and nuts shall have American Standard threads of the Coarse Thread Series, and shall conform to ANSI B18.2. For sizes 28.2 mm diameter and smaller, they shall be of the conventional type and the material shall conform to ASTM A-307 (Grade B). Material for bolts and studs 31 mm diameter and larger shall conform to ASTM A-193 (Grade B-7) or to ASTM A- 325 (SAE Grade 5). Nuts shall conform to ASTM A-194 (Grade 2H). Bolts shall have hexagonal heads and shall be held with hexagonal semi-finished nuts. The length of any bolt shall be such that it will not project beyond the nut more than 13 mm or less than 6.4 mm and no bolts shall be less than the diameter of the hole in which it fits by more than 3.2 mm.
In general, bolts shall be utilized for all flanged joints. Studs or “stud bolts” may be used for certain special connections only when permitted by the Engineer.
Unless otherwise specified, large diameter bolts (20 mm or larger) and nuts in damp areas such as valve chambers, and submerged areas, shall be galvanized or as-specified. DIVISION 15 - MECHANICAL SECTION 15A - GENERAL Page 15A-12
15A-2.2 Pipe Joints – General (Cont’d)
2. Mechanical Groove Couplings
Mechanical groove couplings shall be designed for the same Design and Field Test pressure ratings as their respective pipe lines. All surface joints shall be carefully cleaned and coated with an approved soap solution before placing, and the joints shall be made with care and accuracy after the ends have been properly set to receive them. All nuts shall be tightened evenly around the joint. The ends of adjacent pipe to be connected with a mechanical-groove coupling shall be set apart to the proper dimension.
Bolts and nuts shall be cadmium plated (or galvanized). Gaskets shall be suitable for the intended serviced throughout.
Pipe end preparation shall be similar to that specified for mechanical-sleeve couplings, but suitably modified for special requirements.
3. Mechanical Sleeve Couplings
Mechanical sleeve couplings shall be designed for the same Design and Field Test pressure ratings as their respective pipelines. They shall be installed where indicated and where required.
Gaskets suitable for the intended service shall be used throughout. Bolts and nuts shall be cadmium plated. When utilized on steel piping, the sleeve of the coupling shall be similar to the associated pipe in material and wall thickness.
Joint harnesses shall be provided on all unanchored bends and where shown on the Drawings. They shall be designed to absorb the full thrust imposed by the Field Test Pressure. Harness lugs shall be of cast or fabricated steel, equal to “Dresser” manufacture, and shall be securely welded to the pipe.
The interior of the coupling sleeve shall be painted to match the associated piping.
With respect to pipe end preparation for fabricated steel piping 350 mm diameter or larger, the pipe shall be sufficiently free from indentations, projections, or roll marks for a distance of 200 mm from the end of the pipe to make a tight joint with the rubber gasket of the coupling. The outside diameter of the pipe shall be not more than 0.8 mm smaller than the nominal outside diameter for a distance of 200 mm from the end of the pipe and shall permit the passing for a distance of 200 mm of a ring gauge which has a bore 2.4 mm larger than the nominal outside diameter of the pipe. The minimum outside pipe diameter shall be determined by the use of a steel tape circumferentially applied to prevent the shipment of undersize or out- of-round pipe. DIVISION 15 - MECHANICAL SECTION 15A - GENERAL Page 15A-13
15A-2.2 Pipe Joints - General (Cont’d)
3. Mechanical Sleeve Couplings (Cont‟d)
When using push-on joints such as “Tyton”, the manufacturer‟s instructions shall be followed exactly in the joint assembly. After thoroughly cleaning the rubber gasket and the socket that will receive the gasket, the gasket shall be placed in the socket with the large round end entering first. Care shall be taken to ensure that the gasket is seated evenly around the inside of the socket with the groove in the gasket in the pipe. A thin film of lubricant supplied by the manufacturer shall then be applied to the exposed surface of the rubber gasket and to the outside edge of the plain end of the pipe for a distance of about 25 mm back from the end of the pipe. Only lubricant supplied by the manufacturer shall be used. The plain end of the pipe to be joined shall then be carefully inserted into the socket until it just makes contact with the gasket.
The assembly shall then be completed by forcing the plain end past the gasket until it makes contact with the bottom of the socket. The equipment used for the final assembly shall be as recommended and supplied by the manufacturer.
4. Field Welding
Welding shall conform to the ASME Boiler and Pressure Vessel Code, Section 8 - Unfired Pressure Vessels, and Section 9 - Welding Qualifications. Such welding shall be carried out by a fabricator fully approved by the Canadian Welding Bureau, under the requirements of C.S.A. W47.
In addition, field welding shall conform to the general requirements of AWWA C206 “Field Welding of Steel Water Pipe Joints”.
In general, field joints shall be of the butt type, suitably beveled to the satisfaction of the Engineer. The end of each pipe shall be carefully fitted to butt accurately with proper gap to the preceding one. Before placing the pipe in position, the ends of the pipe shall be made truly circular by an approved method and, if necessary, for large pipes “spiders” shall be placed in each to keep them truly circular.
Pipes cut in the field for closing pieces and other field joints shall be cut with an approved cutting torch to a smooth, uniform level.
The edges shall be smooth and not serrated, and shall be ground smooth if they are rough after cutting. Rough edges shall not be smoothed by hammering.
Spot-radiographic inspection of the welds, or alternative method, shall be conducted at the option and at the expense of the Owner. The Engineer will designate such company to carry out inspection of welds at the site of erection, and the Contractor shall fully cooperate with the Engineer and representatives in supplying such labour and working space as may be required. Radiographic procedure and interpretation shall be in accordance with Item UW-52 of Section 8 of the ASME Code. Field welding judged unacceptable shall be repaired to the satisfaction of the Engineer at no additional cost to the Owner. The Contractor shall pay for the spot-radiographic inspection of all welds which are judged unacceptable. DIVISION 15 - MECHANICAL SECTION 15A - GENERAL Page 15A-14 15A-2.2 Pipe Joints - General (Cont’d)
4. Field Welding (Cont‟d)
For cement mortar lined piping over 500 mm diameter, an approved hydraulic cement patching material shall be applied to the inner joints after welding. Smaller diameter piping shall be field welded with an asbestos gasket in the joint.
15A-2.3 Special Pipe Joints
1. Flexible Joints
For vibration and temperature control, expansion joints shall be equal to “United Flexible of Canada” or “Flexonics” Flex-con and Free-flexing Bellows types respectively: complete with stainless steel corrugations and ANSI Standard Class 125 end flanges (flat-faced).
15A-2.4 Joints for Specific Pipes
The following types of joints will be accepted where permitted by Provincial Code and local plumbing bylaws:
1. Ductile Iron Pipe
Bell and Spigot ANSI A21.6, Caulked lead C.S.A. B67
Mechanical (Push On) ANSI A21.11, Rubber Gasket Joints
Flanges ANSI B16.1, B16.2, Class 125, Class 250
Mechanical Sleeves “Smith Blair” 441, “Dresser” or “Robar” (without pipe stops)
Mechanical Grooved C.S.A. B242 “Groove and Shoulder Type Mechanical Couplings Pipe Couplings” Victaulic Style 31 or equal, malleable iron ASTM A47.
Rigid Mechanic Victaulic Style 31 no separation at joint ASTM A47, Groove System A536. Victaulic flange adapters for valves, pumps, etc.
2. Cast Iron Soil Pipe
Bell and Spigot Packed oakum and pure melted pig lead bedded with caulking iron and hammer using 18 g of lead per mm of pipe diameter.
W.R. Meadows “PC4” and oakum
Precision moulded elastomeric compression gasket
Plain End Mechanical Joint - butyl rubber or neoprene gasket with stainless steel shield and clamps. DIVISION 15 - MECHANICAL SECTION 15A - GENERAL Page 15A-15 15A-2.4 Joints for Specific Pipes (Cont’d)
3. Asbestos Cement Pipe
Sleeve type, rubber ring gasket.
4. Copper Tube (Pressure Application)
Soldered 95% tin, 5% antimony to ASTM B.32
5. Copper Tube (DWV)
Soldered 50% tin, 50% lead to ASTM B.32
6. Mill Steel
Screwed Non-toxic compound, ULC approved for hazardous liquids and gases.
Welded Welded joints shall be single V-groove butt welds with pipe ends beveled and thoroughly cleaned. In conformance with CSA B59, welders shall be approved by the Canadian Welding Bureau under the requirements of CSA W47. Welders shall submit standard samples for testing and shall produce current license upon request by Engineer.
Pipe sizes smaller than mains may be welded into mains without the use of welding tees, but mains shall be drilled, all burrs removed and both main and branch beveled. Minimum size of main to which a branch may be welded shall be 50 mm nominal pipe size.
Galvanized steel piping shall not be welded.
7. Ductile Iron
Bell and Spigot ANSI A21.6 “Cast Iron Pipe Centrifugally Cast in Metal Moulds”. Caulked lead CSA B67.
Rubber Gasket ANSI A21.11 “Rubber Gasket Joints for Cast Iron Pipe and Fittings”.
Flanges ANSI B16.1 “Cast Iron Pipe Flanges and Flanged Fittings, Class 125 AND, where specified, ANSI B16.12 “Cast Iron Pipe Flanges and Flanged Fittings, Class 250” (flat-faced).
DIVISION 15 - MECHANICAL SECTION 15A - GENERAL Page 15A-16 15A-2.4 Joints for Specific Pipes (Cont’d)
7. Ductile Iron (Cont‟d)
Mechanical Sleeve “Smith Blair” 441 - cast iron (without pipe stop); Couplings or “Dresser” coupling; 13 mm nominal separation.
Mechanical CSA Std. B242 “Groove and Shoulder Type Mechanical Pipe Couplings” Victaulic Style 31 for radius-grooved ends; malleable iron to ASTM A-47; 6 mm nominal separation.
Rigid Mechanical Victaulic Style 31 for radius-grooved ends; malleable iron to ASTM A-47; no separation at joint; Victaulic radius-grooved fittings of iron to ASTM A-47 or ductile iron to ASTM A536 (GR 60-45-12). Victaulic flange- adapters for valves, pumps, etc.
8. PVC Pipe
Solvent ASTM D2855-34, “Making Solvent-Cemented Joints with Polyvinyl Chloride (PVC) Pipe and Fittings”.
Bell and Spigot ASTM D2672-34, “Bell-end Polyvinyl Chloride (PVC) Pipe”.
9. Fabricated Steel Piping
Plate ASTM A-283, (Grade C or D) “Low and Intermediate Tensile Strength Carbon Steel Plates of Structural Quality”.
Design Standards ASME Boiler and Pressure Vessel Code. Section 8 - Unfired Pressure Vessels; 1.6 mm corrosion allowance; minimum plate thickness as noted. Special design and reinforcement where shown and where required.
Pipe AWWA C-200 - “Steel Water Pipe 150 mm and Larger”.
Seams in Fabricated Maximum of one longitudinal seam and three girth seams. Longitudinal seams staggered on opposite sides for adjacent sections.
Flanges ANSI B16.5 “Steel Pipe Flanges, Flanged Valves and Fittings”, Class 150 slip-on or welding-neck type; forged steel; 1600 kPa service rating (flat-faced); provide back-up ring when used on mortar-lined pipe.
Blind Flanges Plate flanges will be acceptable.
DIVISION 15 - MECHANICAL SECTION 15A - GENERAL Page 15A-17
15A-2.4 Joints for Specific Pipes (Cont’d)
9. Fabricated Steel Piping (Cont‟d)
Welding ASME Boiler and Pressure Vessel Code, Section 8 - Unfired Pressure Vessels Section 9 - Welding Qualifications
Mechanical CSA Std. B242 “Groove and Shoulder Type Mechanical Pipe Couplings”
a) Standard: Victaulic Style 44 for collared ends, Type D; 6 mm nominal separation OR b) For plain end Pipe: Style 51 may be used when specified; 25 mm nominal separation.
15A-2.5 Miscellaneous Equipment
1. Pressure Gauges
Pressure gauges shall be furnished where shown and where required. Unless otherwise noted, they shall be equal to Ashcroft Fig. 1220 or Trerice 500X and suitable for the specific service involved. Each gauge shall have a black phenol case with a dial diameter of not less than 115 mm and shall have an indicating range equal to twice the working pressure. Gauge accuracy shall be within one percent of span unless otherwise specified. Provide bronze ball valve for isolation and snubber for pulsating operation.
Install pressure gauges in following locations:
.1 Suction and discharge of pumps. .2 Upstream and downstream of control valves and flow meter. .3 In other locations as indicated.
Liquid seal diaphragms of the continuous type equal to “Ashcroft” or “Trerice” shall be furnished for sewage and sludge service as shown on the Drawings. Eccentric plug valves shall be provided for isolation of these gauges with diaphragms.
2. Valves
All valves shall comply with the requirements of ASME and ANSI codes with respect to dimensions, materials, and service. The manufacturer‟s name and the valve pressure rating shall be clearly marked on the outside of each valve body.
The bronze material in bronze valves shall conform to ASTM B62. The material in cast iron and semi-steel valves shall conform to ASTM A126 (Class B or C).
DIVISION 15 - MECHANICAL SECTION 15A - GENERAL Page 15A-18 15A-2.5 Miscellaneous Equipment (Cont’d)
2. Valves (Cont‟d)
Valves in copper tubing shall be solder-joint or screwed. Valves in steel piping, 50 mm size and under shall be screwed. Valves in steel piping 63 mm size and over shall be flanged.
All valves shall be designed so that they may be packed while under pressure.
Gate valves shall not be used as throttling valves.
Screwed and soldered-joint metal valves shall be all bronze, 860 kPa SWP/1380 kPa WOG minimum. Flanged metal valves shall be cast iron or semi-steel with bronze trim, kPa SWP/1380 kPa WOG minimum. Underwriter‟s Laboratory and Factory Mutual Approved valves shall have 1200 kPa cold water non-shock minimum working pressure.
Shutoff valves for fuel service shall be “Firomatic” fusible link type.
All drain valves shall be hose valves, minimum size 25 mm.
For each type of valve shown in the Valve Schedule, one manufacturer‟s name and model number is shown as a standard of acceptance. Valves of other manufacturers of equivalent quality and performance will be acceptable.
Acceptable manufacturers are:
Metal gate, globe, angle and check valves - Crane, Grinnel, Jenkins
VALVE SCHEDULE
Service Size Type Standard of Acceptance Water service entrance 100 mm Gate, O.S. Red & White and over & Y flanged 421A
Horizontal swing Red & White check, flanged 435A
Potable water, sump pump 63 mm Gate, O.S. Red & White discharge, equipment drains and over & Y flanged 421A
Globe, O.S. Crane 351 & Y flanged
Angle, O.S. Crane 353 & Y flanged
Horizontal swing Red & White check, flanged 435A DIVISION 15 - MECHANICAL SECTION 15A - GENERAL Page 15A-19 15A-2.5 Miscellaneous Equipment (Cont’d)
2. Valves (Cont‟d) VALVE SCHEDULE (Cont‟d)
Service Size Type Standard of Acceptance Sump pump discharge, 50 mm Gate, screwed Red & White equipment drains and under 206
Globe, screwed Red & White 211
Angle, screwed Crane 17
Sump pump discharge, Horizontal swing Red & White equipment drains check, screwed 236
Potable water 50 mm Gate, solder-joint Red & White and under 207
Globe, solder-joint Red & White 212 Horizontal swing Red & White check, solder-joint 237
Interior hose valves - water 50 mm Straight Jenkins 303 service, and under equipment & system drains Angle Crane 117
Pressure Regulating Water Screwed Watts 223S service Pressure Relief Water Screwed Watts 30L service Solenoid Valve 2-way Screwed Asco 8210 direct acting water or air service
Fuel Oil Service Gate Screwed RNG 813 or Crane 424
Needle Screwed Crane 88 or Jenkins 743 Syphon Breakers Water Screwed Watts 228A Service
Engine Screwed Watts 36 Cooling Water
DIVISION 15 - MECHANICAL SECTION 15A - GENERAL Page 15A-20 15A-2.5 Miscellaneous Equipment (Cont’d)
3. Strainers
Strainers 50 mm size and under shall be 1380 kPa cold water working pressure bronze body screwed Y-pattern with bronze cap and 20 mesh perforated stainless steel screen, "Watts 777”, or equivalent. Strainers 63 mm size and over shall be semi-steel body, 860 kPa SWP, flanged Y- pattern with bolted flange cap, 25 mm galvanized steel nipple and screwed blowoff valve, and 20 mesh perforated stainless steel screen, “Erwel” Type D, or equivalent. Strainers shall be installed as shown on the Drawings, on the upstream side of all thermostatic valves and pressure regulating valves, and as required by good practice.
4. Trap Primers
Each running trap and floor drain trap shall be connected to an automatic trap primer “Watts A200” or equivalent. Piping from primer to trap shall be 12 mm copper tubing. Primers shall be connected by 10 mm copper tubing with brass service cock to the nearest copper cold waterline.
5. Shock Absorbers
Shock absorbers shall be “Zurn” or “Watts 150A” equivalents, and shall be provided where shown on the Drawings and where required by good practice. In particular, they shall be furnished on the ends of branch cold and hot water lines serving flush valves or other quick closing valves. Shock absorbers shall be sized and installed in accordance with the manufacturer‟s direction and calculation sheets shall be submitted for review.
6. Wall Hydrants
Wall hydrants shall be key operated non-freeze type with galvanized steel casing with adjustable locknut, removable seat, 20 mm I.P.S. male union end inlet connection, brass hydrant head and housing with polished chromium plated face and 20 mm hose connection, “Zurn” or “Josam”, “Wade”, or equivalents, complete with two (2) keys.
7. Water Service Entrance
The Contractor shall assume all charges in connection with the installation of municipal water serviced to the building, including costs of all permits and fees charged by the Municipality. Provide a water service entrance complete with water meter isolating and drain valves, valved bypass, and meter test connection with blind flange, all as required by and to the approval of the Municipality. If the meter is supplied by the Municipality and is not immediately available, the Contractor shall provide compansion flanges, filler piece and expansion joints. DIVISION 15 - MECHANICAL SECTION 15A - GENERAL Page 15A-21 15A-2.5 Miscellaneous Equipment (Cont’d)
8. Cleanouts
The Contractor shall provide cleanouts at the foot of all soil and waste stacks and rainwater leaders, at all changes in directions, at all locations where obstructions are likely to occur, at maximum intervals of 15 metres in drains 100 mm size and under, and 30 metres in drains 150 mm size and over, and wherever required by code. Cleanouts at the foot of stacks and rainwater leaders shall be “Barrett” type. Except as indicated, all other cleanouts shall have cadmium plated cast iron raised head, straight threaded, tapered shoulder plugs sealing against caulked lead seat with cast iron ferrule, “Zurn”, “Ancon” or “Roto-Tech-Smith”, equivalents. Recessed floor type cleanouts shall have adjustable height scoriated round tractor top and slotted head cadmium plated cast iron straight threaded tapered shoulder plugs sealed against caulked lead seat with cast iron ferrule. Cleanouts installed in floors on fill and in any floor containing a waterproofing membrane shall have membrane flashing flange and clamping collar. Tops shall be of galvanized cast iron in concrete floors and of polished nickel bronze in all finished floors (epoxy, terrazzo, tile). Cleanouts shall be “Zurn”, “Ancon” or Roto-Tech-Smith” equivalents.
All traps shall be provided with cleanouts.
9. Backflow Preventers
Backflow preventer assemblies shall conform with the requirements of AWWA Report 8210J. Each assembly shall be complete in all respects including two springloaded check valves, a differential pressure control valve, two gate valves, strainer and test cocks. The first check valve shall reduce the supply pressure by a predetermined amount so that the pressure between the check valves is always less than the supply pressure. However, should either check valve leak, the differential pressure relief valve shall discharge to atmosphere thereby maintaining a lesser pressure in the protection zone. There shall be one isolation gate valve on the upstream side of the strainer, or as shown on the Drawings. Backflow preventer assemblies shall be “Watts” Series 900 - 100 mm diameter having not greater than 75 kPa pressure drop across the assembly at the nominal flow rate specified. Equivalent “Cla-Val” Model RP-2 assemblies will also be acceptable. Provide funnel drain under the relief valve vent and drain piping from same as detailed on the Drawings. DIVISION 15 - MECHANICAL SECTION 15A - GENERAL Page 15A-22
15A-2.5 Miscellaneous Equipment (Cont’d)
10. Dielectric Couplings
All connections between ferrous and non-ferrous piping, vessels, and equipment shall be made using dielectric couplings, “Walter Vallett” V-line or equal.
11. Downspout Nozzles
Downspout nozzles for discharge from vertical rainwater leaders, shall be all bronze “Wade”, “Josam” or “Zuran”.
12. Rodent and Bird Screens
Rodent screens and bird screens will be securely fastened into all vents, downspouts, etc. where shown on the Drawings and where good practice dictates.
13. Floor, Funnel and Hub Drains
A. General The Contractor shall locate all floor, funnel and hub drains accurately with respect to equipment, set all floor drains accurately to finished floor elevations that will permit complete drainage of all floors, pits, gutters and trenches and maintain air gaps as required by Code for all indirect wastes.
B. Floor Drains Floor drains shall have cast iron body, with strainer and collar of material and finish as specified, and with inside caulk outlet to best suit the connection. They shall be fitted with traps and vent lines where shown and where required by code. Traps shall be of cast iron of same weight as the pipe, fitted with cleanouts, primer connections, and automatic primers as shown on the Drawings and where required by Code. Drains installed in floor on fill and in any floor containing a waterproofing membrane shall have flashing clamps. Floor drains shall be “Zurn”, “Ancon” or “Roto-Tech-Smith”.
All drains in the following schedule shall have galvanized tops, funnels and/or strainers.
Drain Drain Designation Service Description Standard FD General Station Areas - Coated cast iron Zurn standard
Drains Duty body and grate 200 mm top, 100 mm outlet
FFD General drips and reliefs Coated cast iron, medium Zurn duty body, funnel, and grate, 83 mm x 216 mm funnel, 200 mm top, 100 mm outlet.
DIVISION 15 - MECHANICAL SECTION 15A - GENERAL Page 15A-23
15A-2.5 Miscellaneous Equipment (Cont’d)
14. Hub Drains
Floor level hub drains shall be cast iron soil pipe hubs with top of hub 50 mm above the floor. Standpipe hub drains shall consist of a screwed galvanized ledge pattern drainage reducing coupling and a length of galvanized steel pipe caulked into a cast iron soil pipe hub. The hub shall be set flush with the floor.
15. Roof Drains
Roof drains shall have cast iron body incorporating flashing flange and bottom caulk outlet. They shall be complete with flashing clamp, corrosion-resistant clamping bolts, aluminum dome strainer, extension sleeve, roof sump receiver, underdeck clamp and integral gravel guard. Roof drains shall be fitted with metered orifices where indicated. Coordination of roof drain installation will be provided under Division 7. Roof drains shall be “Zurn”, “Ancon” or “Roto-Tech-Smith”.
16. Fire Extinguishers
Fire extinguishers shall be Canadian Underwriters‟ approved dry chemical type complete with wall brackets, ULC labeled for A, B and C Class protection “CEB” No. 843 or “Pyrene” or “Wilson and Cousins” equivalent. Fire extinguishers shall be suitable for their location whether specified herein or not. The Contractor shall supply and install the required number of fire extinguishers and mount them on the wall with handle 1.35 metres above the floor where directed by the Engineer and as shown on the Contract Drawings.
17. Hot Water Storage Heaters
Storage heater shall be glass-lined steel tank of 65 litres capacity (minimum) and 2070 kPa test pressure, with glass fibre insulation enclosed in a steel jacket with baked enamel finish and supporting base for floor mounting. Heater element shall be immersion type, with thermostat control, high limit thermal safety cutout, and fully enclosed wiring and controls. Heaters shall be in accordance to Division 16 for electrical supply and size. The tank shall be complete with anodic protection, distribution tube, valved drain, tappings for cold, hot water, “Watts” No. 36A vacuum breaker and “Watts” No. 44XL temperature and pressure relief valve with discharge piped to drain. Hot water storage heater shall be “A.O. Smith” Model ET-15 or equivalent “John Wood” or “GSW”. DIVISION 15 - MECHANICAL SECTION 15A - GENERAL Page 15A-24
15A-2.5 Miscellaneous Equipment (Cont’d)
18. Plumbing Fixtures
A. General
“Vitreous China” fixtures shall be first quality ware and shall be furnished with fine face, smooth and clean surface, free from fire cracks, marks, checks, discolourations or other imperfections, with a high gloss and absolutely impervious to moisture. All surfaces required to be ground shall be carefully and accurately ground with corners at right angles. Fixtures shall be installed level and square with respect to walls and floors. They shall be rigidly supported and separately trapped. Exposed piping, valves, fittings, faucets, traps and escutcheons shall be polished chromium-plated brass. Plating shall be heavily applied and highly buffed. Escutcheons shall be secured to piping. Concealed fixture supplies shall be rigid copper tube with wrought copper or cast brass solder joint fittings and rough brass solder joint wheel handle stop valves. All traps shall have cleanouts. All fixtures shall have lockshield stop valves on water supplies. Hot water faucets shall open counterclockwise. Cold water faucets shall open clockwise. All exposed bolts shall have approved bolt caps (china, plastic or chrome-plated as applicable to the particular fixture) secured in place with waterproof adhesive. Fixture piping shall comply with the Fixture Schedule.
B. Plumbing Fixture Schedule
PIPE (SIZE mm)
Fixture Waste Vent Hot Water Cold Water
N O T A P P L I C A B L E
Fixtures and trim shall be as hereinafter specified as “Crane” or “American Standard” equivalents.
DIVISION 15 - MECHANICAL SECTION 15A - GENERAL Page 15A-25
15A-2.5 Miscellaneous Equipment (Cont’d)
18. Plumbing Fixtures (Cont‟d)
C. Water Closet
Closet Vitreous china reverse trap, whirlpool action closet bowl with elongated rim, floor outlet and plastic bolt caps.
Tank Low close-coupled vitreous china flush tank with cover, fittings, chromium-plated operating handle, f angle supply with lockshield stop valve and wall flange.
Seat “Olsonite” No. 1050, open front and back, elongated rim, check fittings, concealed hinges, no cover, colour black, 25-year written guarantee.
Standard Crane 3-198 Calypso.
D. Service Sink
Sink Acid-resisting porcelain enameled cast iron roll trim with 305 mm high integral back drilled for faucets with concealed hanger.
Supplies Dial Ease sink supply fitting with pail hook and brace, aerator, indexed cross handles, integral stops, with adjustable screw flanges.
Waste Chromium-plated cast brass strainer and 75 mm cast iron “P” or “S” trap standard, as required, with adjustable floor flange and cleanout.
Rim Guard Stainless steel one-piece continuous rim guard on all parts of three sides, bolted through rim.
Size I.D. - 455 mm x 350 mm x 305 mm deep.
Standard Crane - 7-566 sink with CH-8A551 supply fittings, C-5129 rim guard, C- 5146 strainer, and 7-620 ½ or 7-626 ½ trap standard.
E. Drinking Fountain
The drinking fountain shall be equal to Crane 6-532 “Hallstream” vitreous china wall- hung drinking fountain with integral built-in strainer, squirt-proof bubbler, pressure regulator and removal drain strainer.
DIVISION 15 - MECHANICAL SECTION 15A - GENERAL Page 15A-26
15A-3.0 EXECUTION
15A-3.1 Materials Handling and Storage
1. The Contractor shall be responsible for the proper on-site storage of equipment, and shall ensure that the equipment is protected against weather, damage and theft to the satisfaction of the Engineer.
15A-3.2 Anchor Bolts
1. The Contractor shall supply all anchor bolts in accordance with reviewed Working Drawings of equipment. Anchor bolts and setting-out templates shall be furnished to the concrete trades for installation in the concrete forms as further specified in Division 3, Concrete. 2. Anchor bolts shall be L-type complete with washers and hexagon nuts. Where vibration is present, washers shall be shake-proof locking type. Bolts, nuts and washers shall be galvanized steel, unless otherwise specified.
15A-3.3 Concrete Equipment Bases
1. Where equipment is to be set on a concrete base, the base itself shall be anchored to the floor slab as shown on the Drawings. Concrete and grout for bases shall be as specified in Division 3, Concrete. 2. Unless otherwise recommended by the equipment manufacturer or shown on the Drawings, equipment shall be finally set on 25 mm of cement grout on top of a 75 mm housekeeping base, chambered at the edges.
15A-3.4 Equipment Supports
1. Equipment supported above floors, bracketed from walls, or suspended from overhead shall be mounted on galvanized steel frameworks with diagonal bracing and floor and wall plates. 2. Hanger rods shall have ceiling plates secured by set screws. All material shall be galvanized steel, unless otherwise specified. 3. The Contractor shall furnish malleable iron inserts for concrete walls and slabs to the concrete trades for installation as further specified in Division 3, Concrete. 4. The Contractor shall submit Drawings for all equipment supports for review.
15A-3.5 Guards
1. All belt drives and motor shaft couplings shall be enclosed by guards. Belt drive guards shall have tachometer cutouts. No grease fitting shall be covered or rendered inaccessible by a guard. DIVISION 15 - MECHANICAL SECTION 15A - GENERAL Page 15A-27
15A-3.6 Flashing
1. Wherever drains pass through waterproofed floors or walls below grade, waterproof flashings with 30 kg/m2 sheet lead extending 300 mm out around drainpipe, shall be installed in all directions in concrete floor slab or wall, and secured to drainpipe by caulking in cast iron bell before making lead joint. 2. Where soil, waste and vent pipes pass through a roof, a waterproof joint shall be made with one-piece polyethylene vent collar and flashing flange. 3. Flashing of roof drains is specified under Division 7.
15A-3.7 Drainage Connections
1. All offsets in soil waste and vent stacks shall be made with 1/8 bends and any offsets above the highest fixture shall be made at an f angle of not more than 45 degrees. A change in direction shall be made by the use of proper fittings and no skewed joints or bowed pipes shall be permitted. 2. Connections between vertical and horizontal pipe shall be made with long sweep quarter bends or “Y” branch and 1/8 bends. Short quarter bends, double hubs, short roof increasers, etc. will not be permitted. 3. Minimum slopes for drains shall be as follows, unless otherwise specified: 75 mm diameter and less - 2 percent 100 mm diameter and greater - 1 percent 4. Maximum spacing of pipe supports shall be 1.8 metres for piping 25 mm diameter or less, and 2.5 metres for larger piping. Each length of soil pipe shall be supported by a hanger immediately back of the hub or joints. 5. Piping shall be securely supported by galvanized brackets or hangers well fastened to inserts in walls and ceilings. Vertical pipe shall be supported by lateral struts secured to adjacent walls. 6. The Contractor shall provide flanged joints or unions, for ready disconnection of piping at all equipment and apparatus. For piping 63 mm diameter and larger, flanges shall be used. For piping 50 mm diameter and smaller, unions shall be used as follows: Copper piping - cast bronze solder type Steel and Wrought Iron piping - forged steel bronze seat 7. No close right and left hand nipples shall be used. All nipples shall be of such length that the correct size of pipe wrench can be used on them when in place. 8. Care shall be taken to maintain hot and cold water pipes at least 150 mm apart. 9. Interior Hose valves shall be securely anchored to the walls or columns. 10. Escutcheons shall be provided for all pipes passing through finished walls and floors, and where required by good practice. 11. Where exposed piping penetrates a finished area, split ring chrome-plated escutcheon plates shall be provided. DIVISION 15 - MECHANICAL SECTION 15A - GENERAL Page 15A-28 15A-3.7 Drainage Connections (Cont’d)
12. Connections between water closets and carrier-fittings shall be made with 100 mm I.P.S. adjustable couplings and positive sealing gaskets. 13. All fixtures shall be trapped and vented as required by local Codes. 14. All connections shall be made with Y‟s and 1/8 bends. 15. All plumbing fixtures, including floor drains where required by Code, shall be vented. Vent stacks shall be extended 150 mm above the roof except where shown otherwise on Drawings.
15A-3.8 Pipes Through Walls, etc.
1. Unless otherwise specified, pipes through walls, floors and roofs of concrete or similar material shall be set in suitable openings for grouting in place under the Concrete Section. Suitable pipe connections shall be provided on both sides of the opening to permit ready dismantling of the pipelines. 2. For pipes through walls and floors of water-bearing tanks or similar structures, suitable wall pieces shall be furnished to eliminate leakage. The wall pieces shall be cast directly in the walls or floors unless otherwise permitted by the Engineer. Puddle collars shall be an integral part of the casting and, in the case of fabricated or mill steel pipe, shall be of steel plate not less than 10 mm thick welded around the entire periphery of the pipe. The wall piece shall be of the same material as its respective pipe with protective coating on the inside only. It shall protrude 150 mm to 300 mm from each wall face, with ends suitable for connections as shown. 3. For pipes passing through concrete block walls, a 6.4 mm thick strip of non- bituminous type joint filler shall be placed between the pipe and the grout to provide for pipe expansion. The joint filler shall be sponge rubber equal to ASTM D1752-76, Type 1. 4. Special wall pieces and nozzles shall be furnished as required and as shown on the Drawings. For pipes passing through double walls, the joint filler shall be same as specified above. The joint sealer and application thereof shall conform to Type „C‟ joint sealer as specified in the Construction Joint, Expansion Joints, Water Stops Section. 5. Where required for anchoring steel pipe, thrust rings shall be furnished in the number and thickness required to absorb the full thrust imposed by the Field Test Pressure. Thrust rings shall be of steel plate not less than 6.4 mm thick; reference AWWA Report 11 “Steel Water Pipe Manual”. In sizes 600 mm and larger, ring thickness shall be not less than 25 mm. 6. The Contractor shall be responsible for all openings necessary for the installation of the piping. Details of the concrete work associated with pipe openings are described in the Concrete Section. DIVISION 15 - MECHANICAL SECTION 15A - GENERAL Page 15A-29
15A-3.9 Supports
1. All pipe fittings shall be carefully aligned and supported before the joints are securely bolted in order to prevent excessive stresses in the pipes. Special care shall be taken to see that the pipe is not moved thereafter. Unless otherwise shown or specified, the distance between supports for metallic pipe shall be not greater than 2.4 metres. For steel pipe racks, the spacing shall be as shown on Drawings and, in any case, not greater than 3 metres. 2. The Contractor shall install concrete supporting piers for pipes placed near the floor level, and approved thrust anchors at all points of change in pipe direction. Piping shall be securely supported by brackets or hangers well fastened to inserts in walls and ceilings. Vertical pipes shall be supported by lateral struts secured to adjacent walls. 3. Hangers shall be of the clevis type equal to “Grinnell” Figure 260 and shall be arranged to suit the direction of thermal expansion and contraction. Perforated hangers will not be permitted. Brackets shall be of heavy steel construction, equal to “Grinnell”, Figure 199. Special supports shall be as shown. 4. Concrete fasteners for pipe supports shall be equal to “Phillips Redhead” cinch or “Hilti” anchors. 5. Inserts for hangers in roof members may be placed in the deck of the double tees if they require an opening less than 25 mm deep. Inserts for hangers requiring a drilled hole deeper than 25 mm, but not exceeding 50 mm, may be placed in the top 76 mm of the vertical legs of the double tees. Hangers requiring greater insert depths shall be cast in the double tees at the time of manufacture by the pre- stressed concrete manufacturer from details supplied by this Contractor. Hangers causing projections above the level of the top of the roof slabs shall not be used unless permitted by the Engineer. 6. Field-welded structural steel pipe racks shall be furnished as shown. They shall be of the general design shown on the Drawings, and shall be fabricated of structural steel members having ample size for all conditions of loading.
15A-3.10 Pipe Drainage and Venting
1. On all lengths of piping under hydraulic pressure, the Contractor shall provide adequate means of direct or indirect drainage at all low points in the piping system. Similarly, adequate air vents shall be provided at high points together with means for “blowing out” all lines.
15A-3.11 Pipe Installations
1. All pipes and fittings shall be installed according to the lines, elevations and dimensions shown. All definitely dimensioned pipes and fittings shall be installed before fitting make-up pieces, and the whole shall be joined so that no stress or strain is created in the lines and associated equipment due to forcing parts into position. 2. Where required and where shown, prefabricated steel piping connecting two fixed points shall be furnished with a loose steel slip-on flange suitable for field-welded after exact fitting-up. Interior finish shall be touched up to the satisfaction of the Engineer. DIVISION 15 - MECHANICAL SECTION 15A - GENERAL Page 15A-30 15A-3.11 Pipe Installations (Cont’d)
3. Temporary bracing and supports shall be provided to adequately support the pipe during its installation and care shall be taken in placing piping to prevent damage to the pipe or pipe coating or to any adjacent structures or equipment. All supporting piers and blocking shall be in place before temporary supports and bracing are removed. 4. On completing the installation, the inside of the pipe shall be carefully cleaned of tools, scrap, dirt and debris. The Contractor shall fully flush out the lines with water and air prior to inspection by the Engineer. 5. Where required and where shown, the Contractor shall make temporary connections and subsequently permanent connections.
15A-3.12 Testing Procedures
1. All piping is as specified in the General Clauses under “Leakage Test”. Piping shall be subjected to the following test pressures: Piping Test Pressure (kPa)
Service water 1035 Sewage discharge 690
2. All other pressure piping shall be subjected to a water test of not less than 1 MPa or as directed by the Engineer. 3. After all fixtures are set in place and connected up and all traps sealed with water, the storm, sanitary and vent systems shall be tested with smoke or chemical as per the General Clauses.
15A-3.13 Disinfection
1. Upon completion of the testing, the water piping shall be flushed and disinfected. Disinfection shall consist of filling the pipelines with water/chlorine solution to give 10 parts per million of available chlorine after standing for 24 hours (AWWA Standard C601-81). 2. After disinfection, flush the system thoroughly with potable water and analyse for bacteria. Should the analysis prove unacceptable, repeat the disinfection, flushing and sample analysing until acceptable results are achieved.
15A-4.0 MEASUREMENT FOR PAYMENT
1. Payment for the work required under this Section shall be made in accordance with the Tendered Lump Sum prices in the Schedule of Quantities and shall be full compensation for the supply of all equipment, labour and materials necessary to complete the Work shown on the Design Drawings, and as specified herein.
APPENDIX A
“Seton Intake Environmental Assessment and Environmental Management Plan” by I.C. Ramsay and Associates
District of Lillooet
Proposed Water Intake
ENVIRONMENTAL IMPACT ASSESSMENT and
ENVIRONMENTAL MANAGEMENT PLAN
Date: December 4th, 2012
Prepared by:
Ian Ramsay MSc. R.P. Bio I.C. Ramsay and Associates
And
John Grods, R.P. Bio Makonis Consulting
Prepared for:
TRUE Consulting Kamloops, BC
Executive Summary
District of Lillooet is proposing to combine two existing water intake licences on the Seton River into one intake to meet increasing water demands and restore a heavily impacted public water system. Following through on the 2008 Water Master Plan and 2008 Water Conservation Plan the District of Lillooet has been implementing the recommendations and steps outlined within the plans to address the deficiencies and demands on the system. Deficiencies include demands exceeding the Canadian average per capita, water quality were severely impacted by several forest fires, and exceeding Canadian Drinking Water Guidelines. The Master Plan recommendations in summary were to move the majority of the impacted water sources (Dickey Creek, Town Creek and Conway Wells) to emergency sources only. Utilize the Recreation Wells and new Seton Fan Wells as standby water sources. The proposed project as part of the overall Master Plan will be to upgrade existing water intake licences below the Highway 99 Bridge on the Seton River at the Cayoosh Campground in the District of Lillooet and make the Seton River Intake the primary water source for the District of Lillooet.
The location of the Seton River Intake project in the District of Lillooet is in the Cayoosh Campground at the confluence of the Seton and Fraser Rivers. Upland riparian habitat would be described as a sparsely vegetated cottonwood community that is inundated annually, if not every other year during high water flows in the spring. Wet-well and pumps have been sighted further back upslope in the existing disturbance footprint of the campground. The Intake itself in the Seton River is proposed to be sighted in marginal rearing habitat for salmonids.
The footprint of the Seton River Intake project will temporarily impact 370m2 of instream and upslope riparian habitat, including the footprint of proposed temporary dams. Instream habitat of the Seton River will be impacted by 40 m2 of intake with the buried intake line feeding the wet well 22 meters upslope. Based on the calculations above, the area requiring enhancement to offset loss of productivity of gravels at the intake site would be approximately 45.0 m2 of habitat enhancement.
We are proposing to complete enhancements to the upper Seton River spawning channel to compensate for the lost spawning habitat at the intake structure or to complete habitat enhancement (woody debris and habitat enhancement structures) in the river. Attempting to compensate for biological productivity or diversions is beyond the practical scope or jurisdiction of the District of Lillooet, we would like to discuss this compensation with DFO and other stakeholders for best solutions prior to designing and completing enhancements.
This project has been funded by a Town for Tomorrow grant and T’it’q’et First Nation whom support and benefit from the implementation of the Seton River Intake project.
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TABLE OF CONTENTS 1.0 Introduction ...... 6
1.1 Scope of Project...... 6
Scope of Assessment ...... 7
Project Location ...... 7
Site Access ...... 7
1.2 History of the Seton River and Intake Project ...... 8
2.0 Biophysical Assessment and Valued Ecosystem Components ...... 13
2.1 Terrestrial Resources and Sensitive Ecosystems ...... 13
Physical Resources ...... 13
Topography ...... 13
Climate ...... 13
Conservation Data Centre ...... 13
Flora ...... 14
Ecosystems ...... 14
Wildlife ...... 15
2.2 Fish and Water Resources ...... 15
Stream Hydrology ...... 16
Seton River ...... 17
Stream Characteristics ...... 19
3.0 Potential Environmental Effects on Biophysical Components ...... 26
Intake Installation ...... 26
Operation and Maintenance ...... 26
Cumulative Effects ...... 27
4.0 Impact Mitigation Strategies ...... 31
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4.1 Water Quality and Sediment Control ...... 31
4.2 Spill Prevention and Containment of Fuel and Lubricants ...... 33
4.3 Fish Salvage ...... 33
4.4 Waste Management ...... 34
4.5 Noxious Weed Control ...... 34
4.6 Environmental Inspection ...... 35
5.0 Site Restoration ...... 35
5.1 Aquatic ...... 35
5.2 Terrestrial ...... 36
6.0 References ...... 37
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DISCLAIMER
This report was prepared solely for TRUE Consulting and the District of Lillooet. All other parties are third parties.
TRUE Consulting does not represent, guarantee or warrant to any third party, either expressly or by implication:
(a) the accuracy, completeness or usefulness of,
(b) the intellectual or other property rights of any person or party in, or
(c) the merchantability, safety or fitness for purpose of, any information, product or process disclosed, described or recommended in this report.
TRUE Consulting does not accept any liability of any kind arising in any way out of the use by a third party of any information, product or process disclosed, described or recommended in this report, nor does TRUE Consulting accept any liability arising out of reliance by a third party upon any information, statements or recommendations contained in this report. Should third parties use or rely on any information, product or process disclosed, described or recommended in this report, they do so entirely at their own risk.
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1.0 INTRODUCTION
The District of Lillooet (District) is proposing to reinstall an intake into the left bank of the Lower Seton River to accommodate the requirement for a reliable fresh water intake and replace the intake that was damaged in the 1990’s during excessive spill events. The focus of this Environment Impact Assessment (EIA) is on the location of the intake and the potential environmental risk the intake would pose to the environmental resources, including fisheries. The purpose of this Environmental Impact Assessment is to identify any elements of the work that could present a risk to the environment. The plan describes how those risks can be mitigated through proper work management and, in the event of an incident, procedures are provided to manage and limit impacts to the environment. The plan contains emergency contact numbers and procedures as well as information for use by the District of Lillooet and Contractors throughout the project. It is the contractors’ responsibility to ensure that its subcontractors and employees are familiar and comply with the contents of the Environmental Management Plan (EMP).
1.1 Scope of Project The proposed project area is located along the left bank of the Seton River below the Highway 99 crossing. The intake structure will replace the previous intake structure (water license CO44728) that was damaged during extreme flow events in 1996. The District of Lillooet has an existing water license at the proposed intake location (C102701).
Table 1: Scope of Project Summary Table
Project Phase Description Hydrological Assessment TRUE Consulting (2009) Archeological Assessment Terra Archaeology (2012) Fish Habitat Use at the Intake Location June-November 2013 Intake installation Install the intake structure in the winter of 2014 during low flows (Jan-March) Pumping Station Installation The pumping station will be installed in 2014 and is greater than 30m from the Seton River Restoration Spring 2014
The proposed intake installation work will require:
Isolation of the Seton River Channel left bank from flow using large water filled diversion bladders; Installation of stop nets and a completion of a fish salvage; Excavation of the intake structure; Restoration of the channel and left bank; Removal of the channel diversion.
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Scope of Assessment
Makonis and Ramsay were assigned to conduct an environmental impact assessment for the study area documenting all significant resource values that may be impacted by the project including:
Water quality and aquatic resources (including fish, fish habitat) Terrestrial wildlife resources Vegetation/riparian habitat/unique ecosystems Rare and endangered flora and fauna
Detailed field assessment involved traversing the 200 meter segment of the Lower Seton River as well as assessment of key locations along the Lower Seton River (i.e. Spawning Channels). The study methodology included standardized Level One inventory methodology for fish and fish habitat, and terrestrial ecosystem inventory and delineations following provincial standards and guidelines.
Assessment included a comprehensive desktop review of literature and online databases.
Project Location
The project is located at the confluence of the Seton River and Fraser River in an existing campground at Cayoosh Park. The Seton River Water Intake is one of several phases implementing a comprehensive water plan for the local area residence initiated in 2010. Under earlier phases of the project a Water Replacement pipe was installed from the campground to existing infrastructure above the rail yards upslope (Completed). Currently underway another intermediate phase of the project is to construct a new water treatment facility located adjacent to Highway 99 in the campground. The Water Intake phase of the project will run from the treatment facility to the intake located in the Seton River.
The proposed Intake is to be located approximately 7 meters into the Seton River (Drawing 534- 283-SK1) and 35 meters from the proposed Wet Well. The Wet Well will be located in proximity to existing structures near the Cayoosh Campground parking access. This site for the Wet Well has been previously disturbed. The portion of the intake line from the Seton River to the Wet Well will be through a middle to low floodplain area. The placement of pipe from the Wet Well to the Water Treatment Facility is across existing road and campground parking (Drawing 534-281-C1).
Site Access
Site access to the left bank of Seton River is through the Cayoosh Campground accessed from Highway 99 in the District of Lillooet. The work site is within pre-existing disturbed areas of Cayoosh Campground. No tree removal or grubbing will occur during the project or access to the left bank of the river.
The access identified for project will be strictly enforced by District of Lillooet and Contractors.
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Figure 1: Location of the proposed intake in Lillooet, British Columbia (50° 40’ 47” N, 121° 55’ 55” W).
1.2 History of the Seton River and Intake Project At the turn of the century (1900’s) the Seton River was initially called “Lake Creek” and was then considered a short tributary to the main Cayoosh Creek which flowed downstream to the Fraser River (BC Hydro 2012). Three significant events impacted the anadromous fish stocks in the Seton River system.
Increasing fish harvesting of Fraser sockeye stocks by canneries in Puget Sound and coastal BC began in 1863 and peaked in 1890’s. By 1903 concerns over the declining escapements of sockeye to Seton River prompted the construction of the first sockeye hatchery in British Columbia in the vicinity of the present dam (BC Hydro 2012).
The second impact on Seton’s anadromous stocks was a series of rock dumping and slides from railway construction that began to narrow the Fraser River at Hells Gate, beginning on the west bank of the river around 1885. The larger rocks slides that slid into the Fraser River Canyon in 1913 and again in 1914 had a catastrophic effect on returning salmon populations (BC Hydro 2012). Another slide occurred in 1941 prompting the International Pacific Salmon Fisheries Commission to construct fishways on both river banks around Hells Gate between 1944 and 1947 (Roos 1991).
The hydroelectric development in the Lillooet area began in 1934 with the Bridge River diversion of 30 cubic feet per second (cfs) overland through a tunnel to a power generating facility at Shalath located on the north shore of Seton Lake. Between 1946 and 1948 the Mission Dam was constructed at the outlet of Carpenter Lake, eliminating all access for anadromous fish species to the upper Bridge River watershed. In 1948, a second dam and power facility was constructed by BC Electric further upstream in the Bridge system at the outlet of Downton Lake and by 1954 diverted District of Lillooet – Proposed Water Intake
ENVIRONMENTAL ASSESSMENT and ENVIRONMENTAL MANAGEMENT PLAN
9 flows from the Bridge River to Seton Lake were increased to 2200 cfs. The water licenses carried no provision for the release of water for fisheries or any other purpose. In 1955, hydroelectric development in the Seton watershed included the construction of a diversion dam, powerhouse and tunnel in Cayoosh Creek and the completion of the Seton Dam by 1956. In 1960, the Mission Dam was replaced by the Terzaghi Dam and by 1966 and diverted flows from the Bridge River to Seton Lake were increased to a final maximum of 5360 cfs. From Seton Lake, the majority of water is bypassed through a canal to the Seton generating station on the west bank of the Fraser River (Kimori 1997). Approximately 80% of the total discharges through the Seton Powerhouse originate from the Bridge River system (BC Hydro 2012).
The District of Lillooet operated water intakes at the proposed site in the Seton River from 1970 to 1996 (C044728 and C102701). Two additional intakes were also in operation to meet the District’s water demands at Dickey and Town Creeks. Water demands for the District of Lillooet include supplying water to the T’it’q’et First Nation. The Seton intake structure, C044728, was an infiltration gallery located under the Seton River and is licenced to withdraw 2 million gallons per day (9.1 ML/day). In 1996 a release from the BC Hydro Dam caused the Seton River to shift alignment and a sand bar was created over the infiltration gallery rendering it inoperable. The District expanded its underground capacity to fill in the demand. Two groundwater wells in Conway Park and a new well adjacent to the Recreation Centre (#1) were built. As the water demand increased a second well at the Recreation Centre (#2) was drilled in 2004. However this new well (#2) was not immediately activated. The 2005 forest fire burnt significant portions of the Dickey Creek watershed adversely affecting the intake and water quality. It was not until 2006 when changes in the Canadian Drinking Water guidelines reduced the allowable concentrations for arsenic; thus rendering the operations of Conway Park wells and the Recreation Centre #1 well non-compliant. The District in 2007-2008 completed a Water Capital Plan and a Water Conservation Plan. In 2009 the District of Lillooet water system was supplied by four sources: Town Creek Intake, Dickey Creek Intake, Rec Center Well, and Conway Park wells the available source capacity for the District was:
Town Creek 400 Igpm (2.5 ML/day) Dickey Creek 550 Igpm (3.6 ML/day) Conway Park Well 440 Igpm (2.8 ML/day) Rec Centre Wells 350 Igpm (0.6 ML/day) 1740 Igpm (11.3ML/day)
Maximum day demand of usage usually occurs in August, and is 1500 Igpm (10 ML/day). The District has historically been able to supply the maximum day demand by:
Maximum use of the surface water supplied by gravity sources. Essentially “full time” use of the Conway Park water wells. Use of the Rec Center well on an as-required basis.
For reasons that remain unknown, the capacity of the Rec Centre well #1 has declined to approximately 200 Igpm (1.3ML/day) at the beginning of the summer and then to about 100 Igpm (0.65 ML/day) by the end of the summer (TRUE Consulting Group 2009). The 2009 forest fires in the watershed of Town Creek have significantly impacted Town Creek as an available water source. The District was able to maintain water supply to the community through the summer of 2009 by altering the water system to manually flow “excess” water from Dickey Creek to the town core and imposing severe irrigation restrictions (i.e. lawn and garden irrigation was prohibited) (TRUE Consulting Group 2009).
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Following the forest fire in July and August 2009 in the Town Creek Watershed, the District was issued a Hazard Abatement Order under Section 25 of the Drinking Water Protection Act by Interior Health Authority (IHA). The abatement order was issued due to concerns that fire retardants used in the Town Creek Watershed adversely affected drinking water quality. The District was ordered to:
Monitor Town Creek Watershed for chemical constituents of the fire retardant and turbidity.
Monitor all three District water supply wells for arsenic.
Monitor the bacteriological quality throughout the distribution system and of the raw water.
Engage qualified professionals to complete assessment studies of the impacts of the forest fire on the Town Creek Watershed.
In addition, prior to the events of the summer of 2009, the District of Lillooet was faced with significant water quality and IHA 43210 compliance challenges. Both well fields have produced water that exceeds the Canadian Drinking Water Guidelines for Arsenic. As much as practical, the District has been using both the wells and surface sources in an effort to blend and thus reduce the overall arsenic concentration (TRUE Consulting Group 2009).
Both of the District’s surface sources do not meet the Interior Health Authority 43210 standard as they only provide chlorine disinfection. To comply with IHA 43210 standards, both sources would at a minimum require filtration and chlorination with contact time for 4 log virus removal. As the entire Town Creek Watershed has burnt, it is expected that the water quality will be impacted severely and may require its use to the discontinued for the next 3 to 7 years (TRUE Consulting Group 2009).
With use of the Town Creek water source having to be discontinued and the Rec Centre well not operable, the District’s available water supply capacity for the 2010 summer peak demand period is:
Dickey Creek Intake 500 Igpm (estimated) Conway Park Well 440 Igpm 940 Igpm (6.1 ML/day)
This capacity is about 50% of the historical summer demand of the District without any provisions for backup. The District has to have additional water source capacity available for the summer of 2013.
The District revisited the Water Capital Plan and reviewed all options available to the District. Recommendations for an intake be constructed into the BC Hydro Canal was chosen as the optimal option. This initial proposal required directional drilling beneath the Seton River and install intake into the Seton Generating Station concrete power canal. The District then met with Sekw’el’wȧs (Cayoose Creek) and T’it’q’et First Nations, members of the Lillooet Tribal Council, or St’ȧt’imc Nation, as the proposed intake would cross Cayoose Creek First Nation Band lands. In an early 2010 meeting both Bands expressed complete support of the project; therefore the District proceeded to apply for government assistance to complete the Water Source Replacement project to the BC Hydro Canal.
Funding for the first phase of the Water Replacement Project was successfully received in the spring of 2011. Funding in part for this project was from the T’it’q’et First Nations. Fall of 2011 the District received funding approval for the entire Water Replacement Project, including the BC Hydro option. The District then initiated discussions with the Cayoose First Nation to allow access across band land to the BC Hydro canal in late 2011. Early 2012 the Cayoose Creek First Nation denied access across band lands for the BC Hydro Canal project.
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The District reviewed alternative recommendations of the 2009 review and determined returning to the Seton River with a direct intake was the next best alternative to the BC Hydro Canal proposal. The District having two water licences to the Seton River are proposing to combine the licences into the one downstream location. The location chosen offers protection by the Ministry of Transportation and Infrastructure (MoTI) bridge abutments of Highway 99 located immediately upstream.
Figure 2: Existing District of Lillooet Water Licenses (C044728 and C102701). The lower water license, east of Highway 99 Bridge, is where the proposed new intake is to be constructed.
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Figure 3: An Ortho-photo of the proposed intake location on the left bank of the Seton River at the site of existing water license. District of Lillooet – Proposed Water Intake
ENVIRONMENTAL ASSESSMENT and ENVIRONMENTAL MANAGEMENT PLAN
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2.0 Biophysical Assessment and Valued Ecosystem Components
2.1 Terrestrial Resources and Sensitive Ecosystems
Physical Resources
The unique ecosystems of the Fraser Valley originate from the most northerly extent of the dry semiarid steppe Highland Ecodivision extending from Mexico north into Canada. The project is represented as Semi-Arid Steppe Highland Ecodivision occurring on the leeward side of the Coast and Cascade mountains (Demarchi, 2011). Winters are cold and the summers are warm to hot. Coniferous tree species in the upper valleys and basins are typically ponderosa pine or Douglas-fir; while the lower Fraser valley is typically vegetated with bluebunch wheatgrass and sage.
Generally, this is a region of rugged relief characteristic of the coastal mountains. Much of this area was affected by valley glaciers of the cordilleran ice-sheets forcing the Fraser River eastward and to flow southward through the Okanagan Valley. This ecosection of the Pavilion Range (PAR) Ecosection extends from Lytton in the south north to Big Bar Creek.
Topography
The area of focus is within the lower Fraser Valley at the confluence of the Seton and Fraser Rivers, and has been incised heavily by numerous Cordilleran glaciations over time with the most recent being the Fraser Glacier (Roed, 2004). The project parent (surficial) materials would be described as rapidly draining sandy – gravel fluvial terraces.
The project is a linear development with elevations from 193 (along Seton River) – 196 (adjacent to Highway 99) meters above sea level. The approximate distance of this linear project is 120 meters.
Climate
The project lies within the Fraser Valley in the rain shadow of the Coast and Cascade Mountains, and has been described as the warmest and driest areas within British Columbia and Canada (Loyd et al. 1990). Characterized as a continental climate of short, warm, and dry growing seasons and cool winters with moderate snowfall. Air moving into the area generally loses moisture on the west facing slopes of the coastal mountains prior to reaching the area.
Generally, the warmest temperatures of the area are recorded in July and August with an average daily range of 21º Celsius (including evening temperatures) (Weather Data records, 2012). Extreme highs can reach 41.5º Celsius according to Environment Canada records. Daily temperatures drop below zero degrees Celsius for three months of the year, with coldest average minimum daily temperatures of -2.0º Celsius occurring in January, and extremes to -28.0º Celsius. Precipitation predominantly falls as rain with highest rainfalls generally occurring in the growing season months of June, July, and August. The yearly average precipitation for this area is 329 mm.
Conservation Data Centre
British Columbia Conservation Data Centre (CDC) is an extension of Ministry of Environment and is the provincial coordinator of tracking rare and endangered species (native plants, animals, and natural plant communities) in British Columbia on provincial, national and international levels.
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CDC lists eight possible sensitive plant species for the area. None were listed by Committee On the Status of Endangered Species In Canada (COSEWIC). Four were red listed by CDC in British Columbia (Data review: August 29, 2012) Forty three animal species were listed by CDC for the area. Twenty five of these were listed by COSEWIC. (Data review: August 29, 2012) The CDC also list eight ecological communities for the local area of significance. Ecological communities are closely linked to ecosystems as mapped within the Terrestrial Ecosystem Mapping projects. (Data review: August 29, 2012) A search of known data locations of sensitive and non-sensitive species was reviewed for the area using a 1 kilometre search radius. The CDC internet mapping service showed records of the “Middle Fraser River Population” white strurgeon, occurrence 1380. This species is red listed in British Columbia and listed by COSEWIC (Committee on the Status of Endangered Wildlife in Canada). A masked sensitive species occurrence 13872 also occurs in the vicinity and a request of CDC for this record was made. (Data review: August 29, 2012)
Flora
In general, plants encountered were typical given the historic land use and disturbed conditions for the area. No species from the CDC list were seen. However, the timing of our investigation and intensity required of a rare species inventory would not preclude the potential occurrence of these species at some other point during the growing season (This would apply to all plant species). It is unlikely given the prior disturbances of the area such species would be found on site.
Ecosystems
Cayoosh Campground is located in the very dry hot Ponderosa Pine Biogeoclimatic subzone, Thompson variant (PPxh2). Several ecosystems were noted during the site visit on and adjacent to the subject property. The following is a linear tract of ecosystems along the proposed corridor:
Chainage Ecosystem (TEM mapcode)
0+000 to 0+085 Gravel Road - Parking (RZ) 0+085 to 0+113 Cottonwood floodplain (CW) 0+113 to 0+120 Seton River (RI) The cottonwood floodplain community is red listed by the Conservation Data Centre as critically imperiled (S1) and falls into the highest priority for the conservation framework criteria.
Two site visits during the early and later parts of the growing season was undertaken. The visit in early July of 2012 showed the cottonwood community had just been exposed to earlier flooding events of that spring. Fresh sand – gravel deposits were noted with depressional pools of mud and water still visible. Further east on the same floodplain larger deposits of Coarse Woody Debris (CWD) were noted toward the Fraser River. Understory vegetation was severely restricted due to recent deposition events that appear to be annual, if not every other year. Water level of the Seton River was still high enough to encompass the lower portions of the Cottonwood community during the July visit. A visit in the fall of 2012 showed the cottonwood community extended to the lower active gravel bank of the Seton River once the waters receded.
Dominant plants noted in the Cottonwood Community where black cottonwood (Populus balsamifera), sandbar willow (Salix exigua), Nootka rose (Rosa nutkana) and alfalfa (Medicago sativa). The cottonwoods were growing in pockets – groups along the lower banks of the Seton
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River. The recent fluvial deposits were behind the cottonwoods where mostly alfalfa was dominating.
Wildlife
The dry Lillooet area is home to many species of reptiles, birds, mammals and other wildlife, making this one of the most richly diverse areas in British Columbia. The study area was carefully assessed for evidence of recent or past use by the identified wildlife species.
Evidence of usage was seen during the site visit by deer and coyote. No wildlife was seen on the proposed project with the exception of a raven overhead
2.2 Fish and Water Resources
The Seton River (alias Cayoosh Creek; Portage River) (Watershed Code 100-235900) is a sixth order stream and a tributary of the Fraser River draining into the right bank of the Fraser approximately just south of Lillooet, BC. The river is within the Cascades Forest District of the Southern Interior Forest Region and the Squamish Forest District of the Coastal Forest Region. The watershed contains two large water bodies, Anderson Lake and Seton Lake Reservoir. As previously mentioned the Seton Lake Reservoir is within a semi-arid climate zone where the intake project lies within the traditional territory of the Stl’atl’mix First Nation (Morris and Caverly 2004).
Lower Seton River
Figure 4: Location of the Seton River (from BCH 2012).
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Stream Hydrology
The Seton River basin is located in the rainshadow of the southern coastal mountains approximately 200km northeast of Vancouver, B.C. The Seton basin is approximately 1011 square kilometres (km2) and lies immediately south of the Bridge River basin separated at the Bendor Mountain range and Mission Ridge. Elevations within the Seton basin range from 230 meters to 2716 meters; the mean elevation is 1500 meters (BCH 2012).
The Bridge River hydro development is the third largest of BC Hydro's generating facilities and began in 1934 with an initial diversion of 30 cubic feet per second (cfs) overland through a tunnel to a power generating facility at Shalath located on the north shore of Seton Lake. Between 1946 and 1948 the Mission Dam was constructed at the outlet of Carpenter Lake, eliminating all access for anadromous fish species to the upper Bridge River watershed. In 1948, a second dam and power facility was constructed by BC Electric further upstream in the Bridge system at the outlet of Downton Lake and by 1954 diverted flows from the Bridge River to Seton Lake were increased to 2200 cfs. The water licenses carried no provision for the release of water for fisheries or any other purpose. In 1955, hydroelectric development in the Seton watershed included the construction of a diversion dam, powerhouse and tunnel in Cayoosh Creek and the completion of the Seton Dam by 1956. In 1960, the Mission Dam was replaced by the Terzaghi Dam and by 1967 the diverted flows from the Bridge River to Seton Lake were increased to a final maximum of 5360 cfs. From Seton Lake, the majority of water is bypassed through a canal to the Seton generating station on the west bank of the Fraser River (Kimori 1997).
Regulated diversion flows enter Seton Lake from the Bridge River (daily average of 87 cubic meters per second (m3/s) from 2000-2008) and Cayoosh Creek (daily average of 12 m3/s from 2000-2008) basins via the Bridge River and Walden North generating stations, respectively (BCH 2011).
Figure 5: The Seton River downstream of the Seton Dam (from BCH 2012).
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Seton Lake
Seton Lake covers 24.7 km2 and has an active storage of 14.8 million m3 between elevation 235.76 meters and 236.36 meters. Mean annual inflow, excluding Cayoosh and Bridge diversions, into Seton Lake is approximately 17 m3/s. Subject to appropriate approval from the Comptroller of Water Rights and notification to the St’at’imc, Seton Lake can be drafted to the sill of the dam radial gate (230.92 meter elevation) for maintenance. Water stored in Seton Lake is released at Seton Dam into Seton River. Water stored in Seton Lake is also released directly into the Fraser downstream of the Seton River confluence via the Seton Generating station (BCH 2011).
Seton Dam
Seton Dam began to regulate Seton Lake in 1956. The dam is located 23 km downstream from the Bridge River Generating Stations. Seton Dam is a concrete structure, approximately 76.5 meters long by 13.7 meters high. Seton Dam may release water into Seton River, bypassing generation at Seton Generating Station, through several conveyance structures. The release facilities are operated in various combinations to manage spills and to provide fish flows. A fish ladder was incorporated into the design of the dam to allow migration of salmonids (sockeye, pink, chinook, and coho) through Seton Lake (Hebden 1981).
Seton Power Canal
At Seton Dam, flows diverted to the Seton Generating Station are transferred from Seton Lake through a gated intake structure (sill 232.06 meters elevation) into a 3.7 km long concrete lined power canal with a capacity of approximately 145 m3/s. The canal traverses over Cayoosh Creek by means of a concrete aqueduct. The canal delivers water to a small intake forebay.
Two siphons are located on the canal and are believed to be capable of delivering a maximum of 1.1 m3/s flows. The siphons are used to periodically water adjacent spawning channels which flow into Seton River.
Seton River
The Seton River is regulated by BC Hydro and from the Seton Dam. The yearly discharge flows range from 9.97 m3/s to 94.6 m3/s and averaged 26.6 m3/s in 2011 (Water Survey of Canada 2012) (Figure 6; Appendix 2).
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Table 2: BC Hydro Water License Requirements (Excerpt from BC Hydro 2011)
Water License Purpose Location Quantity Notes
21712 Diversion Seton Lake to Fraser 3214.8 Mm3/yr Year 1 October to River 30 September
21712 Diversion Seton to Fraser 142.8 m3/s
21712 Diversion Cayoosh Creek to Seton 42.5 m3/s
21712 Fish Flow Seton River 5.7 m3/s For salmonid eggs
21712 Fish Flow Seton River 11.3 m3/s For salmonid spawning access
21712 Storage Seton Lake 235.76 to 236.36m Volume of 14.8million m3
Historical data indicates Seton River flows can be low as 3.91 m3/s and as high as 134 m3/s however, BC Hydro regulates the Seton Dam such that:
A minimum discharge of 5 m3/s is required from the Seton Dam to the Seton River to protect downstream fish habitat at all times. Discharge from the Seton Dam to the Seton River is restricted to a target maximum of 60 m3/s is to reduce potential impacts of downstream habitat and to minimize erosion. Discharge in excess of the 60 m3/s is permitted if required to minimize spill from Terzaghi Dam into Lower Bridge River in excess of the Terzaghi target flow schedule. BC Hydro will make reasonable efforts to target the flow release schedule (daily average) from the Seton Dam to the Seton River to mimic a naturalized hydrograph. Excursions above or below the schedule are expected under normal operations to accommodate maintenance or to manage system constraints.
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Figure 6: Discharge data for the Seton River (Water Survey of Canada).
Stream Characteristics
The original habitats in the Seton River were very different than those that occur today (BCH 2012). Construction of the Seton Dam, canal, and project facilities reshaped the channel and banks, removed aggregates, and removed riparian vegetation over an extensive distance below the dam and at the confluence of Cayoosh Creek (BCH 2012). Increased volume of spills after the Bridge River diversion has also scoured gravel and reduced spawning and rearing suitability in the Seton River main stem (BCH 2012). The loss of a major spawning area for pink salmon at the lake outlet by the construction of the Seton Dam and Cayoosh Creek diversion was compensated by construction of the two artificial spawning channels (upper and lower) downstream that were constructed during the 1960's (Fretwell 1989). Present fish flows restrict instream habitat quantity and access to former off channel habitat and major spill events can also impede upstream migration (BC Hydro 2012).
Other impacts on fish in the Seton River watershed include historic effects of placer mining including other small dams, logging, homesteading, and road construction. Railroad construction along the north side of Seton Lake had a potentially large and detrimental effect on Seton Lake fish populations (BC Hydro 2012).
The lower Seton River downstream of the dam can presently be characterized as a relatively small river with a maximum width of 20 m for the majority of the river, a depth between 0.5 and 3 m, and a gradient ranging from 0.1% to 0.8% (Standen et al 2004).
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The following 11 species are noted for the Seton River:
Anadromous: Coho Salmon Oncorhynchus kisutch Chinook Salmon Oncorhynchus tshawytscha Pink Salmon Oncorhynchus gorbuscha Sockeye Salmon Oncorhynchus nerka Steelhead Oncorhynchus mykiss
Resident: Bull Trout Salvelinus confluentus Dolly Varden Salvelinus malma Mountain whitefish Prosopium williamsoni Rainbow Trout Oncorhynchus mykiss Longnose Dace Rhynichthys cataractae Sucker (General) Catostomus sp. Sculpin Cottus sp
MFLNRO Habitat Wizard 2012; DFO Mapster 2012; BC Hydro 2012
The Seton River downstream of the lake is 4.5 kilometers in length and provides spawning and rearing habitat for sockeye, coho, pink and chinook salmon, steelhead/rainbow trout, dolly varden and rocky mountain whitefish. Chinook and coho spawning is concentrated within 1 kilometer of the Seton Dam and odd year pink escapements of up to 1 million fish utilize the 2 artificial spawning channels (FHIIP 1992; Kimori 1997).
Coho spawn from October to early January within a kilometre of the dam. Emergence is in April to June and the fry rear instream or in Seton lake for a year. Historical spawning numbers within the river are relatively low (between 1969-1980 = 16; between 1981-1992 = 79). Chinook also spawn within a few hundred meters of the Seton dam. The summer run is through the lower Fraser in early July and the run peaks (in Seton River) in early October with a second run peaking in Mid- November. Emergence is from early April to the end of May. Rearing varies from “stream-type” that rear in freshwater for a year or “ocean-type” that emigrate to the sea in their first year. Historical spawning numbers within the river are also relatively low (between 1969- 1980 = 44; between 1981-1992 = 73). Pinks spawn in odd years from Mid-September to late October/November. Emergence occurs in early spring and fry emigrate to the sea immediately from late March to the end of May. Historical spawning numbers within the river are: between 1969- 1988 = 138,429; between 1981-1992 = 383,879.
Resident rainbow trout, dolly varden, and mountain whitefish are present in the Seton-Cayoosh system through the year (Hebden 1981). Steelhead spawn March – June and rear instream for 3 years in the river prior to emigrating to the ocean. The sport fishery for steelhead trout in Seton occurs during the spring (March to May) months. It is possible that steelhead use both the Seton and Cayoosh Creek for spawning. Evidence of juvenile rainbow trout rearing in both creeks supports this hypothesis (Hebden 1981).
We assessed the proposed intake site on July 18, 2012 at high flows and again on October 26, 2012 at low flows (table 3). The lower reach of the Seton River from the Fraser River confluence upstream to the Highway 99 Bridge is approximately 420m long and consists of riffle pool habitat over gravel/cobble substrate. The sinuous channel is 0.5-1% gradient with an average bankfull channel width that was measured at 46.3m. The crown closure was low (between 1-20%) comprised of mainly a young deciduous vegetation (i.e. cottonwood).
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The instream habitat from the Fraser River to the Highway 99 bridge had relatively low cover due to lack of pool habitat, no woody debris and instream habitat complexity. Fish may rear in the section but we would rate the rearing habitat as marginal. This section of river is likely predominantly a migration corridor for salmonids.
Table 3: Seton River Characteristics from confluence to the Highway 99 Bridge (Oct 26, 2012)
Stream Reach 1 Mean Wetted Width (m) 16.7 m
Pool Frequency 1/ 3 channel widths Mean Bankfull Width (m) 46.3 m
Pool Depth at bridge (m) Approx 1.8m Mean Water Depth (m) 0.25m
Fish presence Yes Mean Bankfull Depth (m) 1.7m
Less than 20% Instream Cover predominantly in the deep Stream Gradient (%) 0.5-1 % pool at the bridge
LWD None Stream Water Velocity 2.5 m/sec
Between 1-20% Crown Closure Substrate Gr/Co/Bo
CO, CH, SK, PK, Stream Classification S1 Species Present BT, MW, ST, RB,
The proposed intake site is comprised of uniform riffle habitat that commences approximately 30m downstream of the highway bridge and extends approximately 40m downstream of the selected intake site. The river substrate is predominantly cobble interspersed with boulders with a D50 of 0.20m. Approximately 35m upstream of the proposed intake site suitably sized 1-3” spawning gravel was evident and may provide successful spawning opportunities. A deep pool at the highway bridge likely also provides rearing opportunities and may act as a velocity refuge during spill events.
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Scour zone and recommended intake site with a D50 of 0.20m and Suitably sized 1-3” gravel low spawning potential for potential spawning at the riffle crest
Secondary pool that likely provides velocity refuge and rearing habitat for salmonids
Figure 7. Seton River fish habitat features at the proposed intake site.
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Photo One: An example of the substrate size at the intake location (D50 =20cm)
The coarseness of the gravels at the intake site indicates that the site is likely not a successful spawning area. Several studies have indicated that salmon are large bodied salmonids that the maximum median-size distribution of the gravels used by Pacific salmon for redd construction was a function of the length of fish (Kondolf and Wolman 1993, Andrew ad Geen 1960, Bjornn and Reiser 1991). Salmonids have a limited ability to move gravels using water currents generated by body flexing and tail movements and thus streambeds “armoured” by large cobbles may not be excavated effectively. The maximum median diameter of spawning gravels utilized by a salmonid species is related to the size of the fish. Kondolf and Wolman compiled published and original size distribution data to determine distinguishing characteristics of spawning gravels and how gravel size varies with size of the spawning fish, figure 8. Median diameters of 135 size distributions ranged from 5.4 to 78 mm, with 50% falling between 14.5 and 35 mm (Kondolf and Wolman 1993). Andrew and Geen found that salmonid spawning generally occurs in gravel substrate that is less than 3 inches [7.6cm] in diameter, figure 9 (Bjornn and Reiser 1991). Therefore the largest substrate compatible with successful spawning appears to be at most 10cm (4 inches) for the largest Chinook salmon and the proposed intake site substrate averaged 20cm (7.9inches) and was quite embedded.
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Figure 8. Median diameter (D50) of spawning gravel plotted against body length of a spawning sal- monid. Solid squares denote samples from redds; open triangles are unspawned gravels, which are potential spawning gravels sampled from the undisturbed bed near redds. (Modified from Kondolf and Wolman 1993)
Figure 9. From Reiser and Bjornn (1991) of gravel size and spawning criteria. District of Lillooet – Proposed Water Intake
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Proposed Intake Site
Photo Two: Facing downstream of the Highway 99 Bridge. Note the coarse cobble substrate located along the banks.
Photo Three: Proposed intake site. Note the coarse substrate.
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3.0 POTENTIAL ENVIRONMENTAL EFFECTS ON BIOPHYSICAL COMPONENTS
Overall estimated footprint disturbance – impact is estimated to be 400m2, including the riparian and wetted footprint. The wetted footprint is estimated to be 180m2 with 40m2 displaced as the intake, fish screen and drain rock footprint. The riparian area of disturbance is estimated to be 220m2 footprint that includes back wash well, pumps and intake line.
Impacts to the riparian community would be disturbance of lower – middle floodplain. Impacts to this ecological community would be in the form of trenching from the intake to the Wet Well. This may result in impacting established cottonwoods along the lower banks of the Seton River. Alignment of the proposed intake appeared to be in between groupings of cottonwood. Discussion with TRUE Consulting indicated the actual Wet Well intake feeder pipe can be shifted to be aligned as to avoid impacting established cottonwoods, or minimizing impact to established trees.
Beyond the Wet Well to the Water Treatment Facility the piping is in existing Road - Parking Lot access. No native vegetation or natural features will be impacted.
Wetted area footprint of the intake in the Seton River is anticipated to be 40m2 including fish screens, retaining walls and drain rock (Drawing 534-281-SK1). The fish screen intake structure is to be located approximately 4 meters into the Seton River with the drain rock footprint extending an additional 2.5 meters. Measurements are estimated from low water levels of 193.5m elevation.
Intake Installation Construction works for the project will be completed in the dry. A coffer – bladder dam system will be implanted at low water (January – March). Footprint of the bladder dam is estimated to be 370m2 of the Seton River however, the excavation will be approximately 40m2 of low quality spawning habitat lost. We do not anticipate that any rearing habitat will be lost given the nature of the proposed intake site.
Fish salvage will be required. However, this will protect the instream fisheries resource and will not be deemed an adverse impact. (A fish collection permit from the Province and DFO will be required)
Sediment deposition is a possibility and the introduction of other deleterious substances into the Seton River. These potential impacts will be managed by utilizing best management practices during construction.
Operation and Maintenance Maintenance of the intake would require annual cleaning of sediment. This would entail use of a vacuum truck system accessing the intake from above during low water.
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Cumulative Effects This assessment is based upon the Pathways of Effects (PoE) model frequently used by DFO
Table 4 – Risk Assessment and Mitigation Strategies for Seton Water Intake
Stressor Cause and Effect Mitigation Measures Residual Effects Relationship
Physical Trenching through Carry out work under No impact to incubating Disturbance substrate is unlikely to lowest water levels and eggs. to left river result in disturbance to impact river at selected bank and spawning substrates. location to eliminate substrate impacts to potential incubating eggs downstream.
Like-for-like replacement of Possible minor changes Minimize site footprint into existing substrate. Native in shoreline morphology wetted portion of the Seton substrates removed would (e.g. mixed cobble) River. Install fish be used as backfill around exclusion fence around new intake. zone of disturbance (approx. 190 m2) and
salvage fish, if necessary.
Lag period for re- Add spawning colonization of placed gravel/cobble if/where substrates with algae and deficient to offset removal aquatic invertebrates and replacement of substrates
Disturbance during future intake maintenance.
Clearing of Clearing of upland trees Minimize disturbance and Less vegetation cover on upland will be minimal (if any) re-seed disturbed areas soils until establishment of ground however minor (approx. 180 m2). newly seeded/planted cover removals of ground stocks vegetation cover vegetation is likely.
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Note: very unlikely that Retain and re-use topsoil there would be any where available removals of mature trees and shrubs
Re-vegetate according to the Riparian Re-vegetation guidelines.
Sediment Substrate disturbance Use of sediment controls No residual effects Deposition could result in sediment such as channel isolation, expected with effective use runoff and degraded pumping of turbid water to of sediment controls water quality upland sumps, silt fencing, straw matting and seeding.
Restoring bank and slopes to pre-work conditions
Introduction Leak or spill from heavy Implementation of spill None anticipated of equipment or watercraft prevention and deleterious into aquatic contingency plans substance environment into aquatic environment Cleaning and inspection of any equipment used on site
Reduction of Water consumption The amount of water This volume of water water during low flows could withdrawn from the Seton should not impact the water instream compromise fish life River will be a maximum level of the Seton River stages (i.e. egg 2400 Igpm (9 cubic meter given the lowest flows in incubation) per minute or 0.15 m3/s) the Seton are managed to be at least 5 m3/s
Description and Quantification of Effects on Fish and Fish Habitat
It is anticipated that the only residual effect to fish habitat would be the replacement of existing natural substrates along the left bank and intake footprint instream. The habitat classifications are based upon carrying out work under low water conditions
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Table 5. Pre-development Conditions
Total Habitat Habitat Equivalent area Classification Productivity Habitat Description (m2) (before) Rating Area (m2) of area
Intake 60 Low 0.70 7.0 footprint productivity (wetted) spawning habitat accessible to resident salmonids
Total EHA (m2) 42.0
Table 6. Post-development Conditions
Total Habitat Habitat Equivalent area Classification Productivity Habitat Description (m2) (before) Rating Area (m2) of area
Replace 20 Low 0.56 11.2 gravel on disturbed productivity construction spawning area minus habitat new intake accessible to footprint resident (wetted) of salmonids 20m2
Total EHA (m2) 11.2
Net difference in habitat quality (EHA/m2) = 42.0- 11.2 = 30.8 m2
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Table 7. Proposed Habitat Enhancement
Total Habitat Habitat Equivalent area Classification Productivity Habitat Description (m2) (man-made) Rating Area (m2) of area
Spawning 45 High 0.72 32.4 Channel productivity Enhancement spawning habitat accessible to resident salmonids
Based on the calculations above, the area requiring enhancement to offset loss of productivity of gravels at the intake site would be approximately 45.0 m2 of habitat enhancement. Alternatively, if one were to use a straight 3:1 replacement ratio for the total footprint area of the intake (approx. 60 m2), a replacement of 180 m2 would satisfy this requirement.
Habitat Enhancement Strategy
In reviewing the BC Hydro Bridge Coastal Fish and Wildlife Program (BC Hydro 2012) and the Fraser River Action Plan, fish populations in the Seton River are likely limited by:
1. Loss of Habitat: Former spawning, rearing and overwintering areas are permanently lost or seasonally reduced due to dam footprint, reservoir flooding, flow diversions, or operating flows, or from non-hydro sources.
2. Reduced downstream habitat capability: habitat downstream Seton Dam is altered by the unnatural hydrograph and by the lack of sediment and wood recruitment.
The reports also mention reduced biological productivity, diversions, entrainment, and selective fish access, however, we do not.
We are proposing to complete enhancements to the upper Seton River spawning channel to compensate for the lost spawning habitat at the intake structure or to complete habitat enhancement (woody debris and habitat enhancement structures) in the river. Attempting to compensate for biological productivity or diversions is beyond the practical scope or jurisdiction of the District of Lillooet, we would like to discuss this compensation with DFO and other stakeholders best solutions prior to designing and completing enhancements.
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4.0 IMPACT MITIGATION STRATEGIES
We believe this project will be net neutral to the fisheries resource once completed including habitat complexity or spawning channel enhancements.
The project is planned to occur during low water after spawning (i.e. January – March 2013 or 2014). Unfortunately this will be outside the fisheries work window of the Seton River. We do not believe that the area is suitable for salmonid spawning due to the large substrate, unsuitable instream hydraulics, and gravel embeddeness.
The method of proposed works will also follow the Provincial Best Management Practices for Instream Works (MWLAP, 2004) and Land Development Guidelines for the Protection of Aquatic Habitat (DFO, 1993) to minimize impacts to the surrounding environment.
We will ensure that during the project:
We protect the natural stream conditions and structure to promote stability of bank and bed structures, and retain riparian vegetation.
We will rebury the intake structure such that the flow and gradient enable unhindered fish passage upstream and downstream.
We will prevent introduction of pollutants and deleterious substances by controlling construction activities and site conditions.
We will prevent generation of sediment, impacting fish and aquatic habitat, by utilizing the proper instream construction techniques and supervision.
4.1 Water Quality and Sediment Control The District of Lillooet shall perform the Work in a manner that ensures no contaminated water or other effluent potentially harmful to aquatic life leaves the work area and that municipal criterion for discharge to storm and sanitary sewers are met. Contaminated water or effluent may include silt laden water, concrete wash, site run off, oil/fuel spills, etc. The Contractor shall ensure that water leaving the site achieves at least the following water quality criteria:
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Parameter Criteria Maximum induced 8 NTU in 24 hours when background is less than or turbidity equal to 8 [Nephelometric 8 NTU above background when background is 1 Turbidity Units (NTU) between 8 and 80 10 percent above background when it is greater than or equal to 80 NTU Oil and grease2 Not detectable by sight or smell pH3 6.5 - 9.0
1 Values are from the B.C. Approved Water Quality Guidelines (Criteria) for Turbidity, Suspended and Benthic Sediments. 2 Values are from the B.C. Approved Water Quality Guidelines (Criteria) for Drinking and Recreational Water Uses. 3 Values are from the B.C. Approved Water Quality Guidelines (Criteria) Summary of pH Criteria.
Sediment and Erosion Control Measures
During the intake installation and associated pipeline installation works, the instream work zone will be isolated using a water bladders or tote bags to isolate the work area from flow. A silt curtain will also be placed around the perimeter of the work site to contain any sediment laden water and act as a fish exclusion. When installing the intake structure:
A fish exclusion zone will be established and maintained during instream work. This exclusion zone will enable unhindered upstream and downstream fish migration in the Seton River mainstem during the work. Machinery will work in the dry at all times from the top of the bank. An excavator may need to place a sill log(s) instream and place the tracks of the excavator on the log in order to reach the edge of the intake structure. All construction work must occur such that it does not impact the integrity of the riparian zone. No riparian vegetation clearing is expected during this work. Only grasses will be impacted. We have selected a site that is free of trees and shrubs. All excavated material and debris will be placed above the top of bank away from Seton River. A silt curtain will be placed around the instake and pipeline area as directed by the QEP (approximately 20 x 20m area). All rock and gravel placed instream will be thoroughly washed clean prior to placement. A trash pump will be used to pump turbid water out of the Seton River to the adjacent campground for slow percolation back into the river. The intake of the trash pump will be screened with 1mm mesh to prevent fish entrainment. A turbidity meter (or two turbidity loggers) will be used to record site turbidity downstream of the site during the excavation work compared to ambient water quality. Immediately following the works, the upland areas will be returned to their original state and a stable condition.
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4.2 Spill Prevention and Containment of Fuel and Lubricants To prevent fuel and oil spills and the release of these deleterious substances into surface water or to ground the contractor shall adhere to the following requirements:
The District of Lillooet and its Contractor(s) shall maintain its equipment so as to minimize losses of hydraulic fluids, lubricants or fuels. This will include regular inspections of fuel and hydraulic lines. Any equipment which is expected to be working in and around water or a temporarily dewatered area shall be thoroughly examined for fluid leaks and steam cleaned prior to commencing work.
Spill-kits and equipment, including sorbent pads, booms, drip pans, and leak proof waste containers, shall be provided by the Contractor and be readily available on site and on each piece of mobile equipment (e.g. light trucks, excavators, backhoes, Bobcats, etc) in the quantities required for the equipment being used and the quantities of fluids onboard. Sufficient quantities of sorbent pads suitable for coolant shall also be included in each spill kit.
No refuelling of equipment will be allowed within 30m of a watercourse.
No hazardous material can be stored within 30m of a watercourse.
All scheduled vehicle and equipment maintenance, and emergency maintenance shall, when possible, be carried out at a maintenance facility and not in the field, or as a minimum, within accepted locations at least 30 m away from any body of water. Contaminants from fuelling and/or servicing must not enter a ditch, storm drain, stream, river, lake or any other watercourse.
All portable oil filled equipment or equipment containing hazardous materials must be contained by secondary containment that is capable of holding 110% of the capacity of the hazardous material.
All machinery will be pressure washed and inspected prior to mobilizing to site to ensure that it is free of mud, fines, noxious weeds and oil/fuel leaks. All machinery operated on site will be in good repair and will be inspected for leaks frequently during the work.
See Appendix for the District of Lillooet spill response plan
4.3 Fish Salvage We will isolate the work site using stop nets and exclude fish by skimming/seining the stop nets/silt curtain from the shore apart upstream and downstream of the work zone. We will then complete an active fish salvage within the exclusion zone. This will involve electrofishing and overnight minnow trap sets within the isolated area.
As noted above the fish exclusion zone will be established an maintained during instream work. This exclusion zone will enable unhindered upstream and downstream fish migration in the Seton River mainstem during the work.
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4.4 Waste Management
All waste, debris, and other construction related materials (wood forms, hardware, plastics, etc.) will be removed from the site and disposed of in an appropriate manner. The Contractor shall separate and store recyclable and waste materials in appropriately labelled, covered, waterproof containers prior to transport to an approved recycling and disposal facilities. Solid wastes generated by the Contractor shall be contained and removed on a regular basis to maintain a clean and tidy environment and prevent the attraction of bears and other wildlife. The Contractor shall be responsible for a thorough clean-up of the work area as per the requirements below: (a) Non-Hazardous Waste Solid wastes generated during this project and requiring disposal off site will need approval from the local landfill operator prior to disposal. Local landfills may have specific restrictions on waste items accepted. The Contractor is required to comply with these requirements. Prior to removal from site, surplus excavated soil shall first be tested for contaminants and only be disposed of at a permitted landfill pre- approved by District of Lillooet. (b) Hazardous Waste Hazardous waste (formerly known as special waste) is not anticipated for this project; however, it should be noted that absorbent materials or soils saturated with hydrocarbons are classified as hazardous waste under the B.C. Environmental Management Act. Should spill response materials, soils, or other materials become contaminated, the Contractor shall dispose of all materials and hazardous wastes in accordance with the B.C. Environmental Management Act and its regulations. The Contractor shall contact the appropriate municipal, regional, provincial or federal authorities prior to waste disposal. The Contractor shall provide District of Lillooet’s Representative with a copy of this governmental authorization. Should evidence of historical contamination be uncovered during the project, work is to stop immediately and the location and nature of suspected contamination reported to District of Lillooet’s Representative.
4.5 Noxious Weed Control
Over the past few years regulatory controls for noxious weeds/ invasive plants have tightened which have in turn put stricter compliance requirements on stakeholders. In BC, invasive plant management on Crown land is regulated by the BC Forest and Range Practices Act (FRPA), the BC Weed Control Act (WCA) and the Integrated Pest Management Act (IPMA).
We propose to mitigate weed impacts by:
Cleaning (pressure washing) all equipment and trucks before mobilizing to site commencing the work;
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Limiting access to all designated/marked trails and spurs. Vehicles will only use designated pull outs and parking areas;
Minimizing the construction footprint;
Re-vegetating all disturbed areas immediately.
4.6 Environmental Inspection
To ensure all work procedures outlined in this environmental management plan are adhered to, an Environmental Monitor (QEP) will be onsite. The tasks of the environmental monitor will include but not be limited to:
assisting the construction manager and contractor with environmental mitigation; ensuring that all crews review the environmental aspects of the planned work and the issues, preparations; communicating with the project team to ensure the project proceeds smoothly without incident; photo-documentation of all mitigation measures undertaken during the project; helping the construction manager and contractor keep environmental disturbances to the minimum necessary for accomplishing the planned work; and assisting the construction manager and contractor take all precautions necessary to avoid detrimental impacts on fishery resources, wildlife habitat, vegetation, soils and wildlife.
The environmental monitor will be onsite during key periods (i.e. working adjacent to streams) to oversee the work and will have full authority to modify the work plan or stop the contractor’s work should there be any contravention to the EMP or an imminent environmental hazard. Weekly monitoring reports will be emailed out to the project team during the construction phase and to BC Ministry of Forests, Lands and Natural Resource Operations.
The Environmental monitor will prepare a follow-up report for distribution within one month of project completion.
5.0 SITE RESTORATION
5.1 Aquatic Upon completion of the instream and streambank works, and reburial, the District of Lillooet will restore the site to its original condition. The substrate placed on the surface of the intake reburial site will be rounded cobble (salvaged from the excavation) with a D50 of 0.20m to replace the material that will be disturbed.
The streambank will be recontoured so that it is contiguous with the bank upstream and downstream of the pipeline. All areas will be stabilized so that they will not erode or create sediment deposition.
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A Southern Interior erosion control grass seed mix will be placed on the disturbed upland areas to facilitate re-vegetation and prevent noxious weed infestation.
5.2 Terrestrial Upon completion of the line construction work District of Lillooet will re-contour all disturbed areas and will ensure that the sites are stable and not subject to erosion or other instability.
Site specific grass seed mix will be placed on the disturbed areas to facilitate re-vegetation and erosion protection or an agronomic mixture suitable to the local landowners. The seed mixture below shall be applied at a rate of 40kg/hectare. Recommended grass seed mixture is Interior Native Dryland blend:
An equivalent seed mixture can be substituted if acceptable to environmental monitor.
No significant vegetation disturbance footprint surrounding the proposed intake (ie trees and shrubs). Although if trees and/or shrubs are affected these will be tallied by the environmental monitor for replacement. It is suggested at the minimum a 3:1 replacement be implemented.
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6.0 REFERENCES
Komori, V. 1997. Strategic Fisheries Overview for the Bridge/Seton Habitat Management. Final Report. Prepared for the Fraser River Action Plan, Department of Fisheries and Oceans. Vancouver, B.C. 20 93pp.
B.C. Hydro. 2011. Bridge River Power Development Water Use Plan. BC Hydro website: http://www.bchydro.com/etc/medialib/internet/documents/planning_regulatory/wup/lower_mainland/2011q 2/bridge_river_wup_rev.Par.0001.File.Bridge-River-WUP-Rev-for-Accept-2011-03-17.pdf . 79pp. Accessed November 5th, 2:00 pm.
B.C. Hydro. 2012. Chapter 11 Seton River Watershed. BC Hydro Bridge Coastal Fish and Wildlife Compensation Program. BC Hydro Website: (http://www.bchydro.com/bcrp/about/docs/ch11_final.pdf). 28pp.
Bjornn, T.C., and Reiser, D.W. 1991. Habitat requirements of salmonids in streams. In Influences of forest and rangeland management on salmonid fishes and their habitats. Edited by W.R. Meehan. Am. Fish. Soc. Spec. Publ. No. 19. Bethesda, Maryland. pp. 83-138.
Demarchi, Dennis A.. 2011. The British Columbia Ecoregion Classification. Third Edition March, 2011 Ecosystem Information Section Ministry of Environment. Victoria, British Columbia
Department of Fisheries and Oceans, Habitat Management Division; B.C.Ministry of Environment, Lands and Parks, Integrated Management Branch (DFO/MELP). 1993. Land Development Guidelines for the Protection of Aquatic Habitat. Fisheries and Oceans Canada, Pacific and Yukon Region, Vancouver; BC, and Government of British Columbia, Victoria, BC.
Department of Fisheries and Oceans Canada. 2012. Mapster Website: http://pacgis01.dfo- mpo.gc.ca/Mapster30/#/SilverMapster. Accessed November 1st, 2012 at 11am.
FHIIP. 1992. Stream summary catalogue - Subdistrict No. 29F, Lillooet and updated 1995 maps. Fish Habitat Inventory and Information Program. Department ofFisheries and Oceans, New Westminster, B.C.
Fretwell, M. 1989. Homing behavior of adult sockeye salmon in response to a hydroelectric diversion of homestream waters at Seton Creek. International Pacific Salmon Fisheries Commission. Bulletin XXV. 38 pp.
Hebden, B.W., 1981. Summary Report. West Fraser Steelhead. Prepared for the Salmon Enhancement Program. Ministry of Environment, Fish and Wildlife Branch, Kamloops.
Kondolf, G. M. and M. G. Wolman (1993), The sizes of salmonid spawning gravels, Water Resour. Res., 29(7), 2275–2285,
Lloyd, D, K. Angove, G. Hope and C. Thompson. 1990. A guide to site identification and interpretation for the Kamloops Forest Region. B.C. Min. of Forests, Victoria, B.C.
McPhail, J.D. and R. Carveth, 1994. Field key to the freshwater fishes of British Columbia. Fish Museum, Department of Zoology, U.B.C., Canada, 239 p.
Ministry of Forests, Lands and Natural Resource Operations. 2012. Habitat Wizard Website: http://www.env.gov.bc.ca/habwiz/. Accessed November 1st, 2012 at 9:00am.
Ministry of Water Land and Air Protection, 2004. Standards and Best Management Practices for Instream Works (Ministry of Environment) http://www.env.gov.bc.ca/wld/documents/bmp/iswstdsbpsmarch2004.pdf
Roed. M.A., and Greenough, J.D., editors, 2004, Okanagan Geology, British Columbia. Kelowna. 200pp. District of Lillooet – Proposed Water Intake
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Roos, J.F. 1991. Restoring Fraser River Salmon – a history of the International Pacific Salmon Fisheries Commission 1937-1985. The Pacific Salmon Commission, Vancouver, BC. 438 p.
Standen, E.M., S.G. Hinch, and P.S. Rand. 2004. Influence of river speed on path selection by migrating adult sockeye salmon (Oncorhynchus nerka). Can. J. Fish. Aquat. Sci. 61: 905–912 (2004)
TRUE Consulting Group. 2009. Options to address water supply impacts of the forest fire in the Town Creek watershed. Kamloops, British Columbia. 19pp.
Water Survey of Canada. 2012. Water Survey of Canada website:
Weather Data for Lillooet, British Columbia, August 2012: http://www.weatheroffice.gc.ca,
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Appendix 1: Construction Drawings
See Attached Drawing 534-281-SK1
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Appendix 2: Tables
Daily Seton River Discharge (2011)
2011 Daily Discharge (m3/s)
2011 Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec
1 10.9 10.5 10.3 19.8 32.2 32.5 93.0 41.7 26.0 12.1 14.5 14.3
2 10.9 10.4 10.3 30.9 32.3 33.7 92.8 41.7 25.9 12.1 14.4 14.3
3 10.9 10.4 10.3 31.2 32.4 34.8 93.4 41.9 25.7 13.1 14.5 14.2
4 10.9 10.8 10.5 30.3 33.0 34.6 93.9 41.8 25.6 13.4 14.3 14.1
5 11.2 11.3 10.4 30.6 32.1 34.3 94.0 41.7 25.6 13.3 13.8 14.2
6 10.9 10.8 10.1 31.4 31.5 34.0 94.6 41.7 25.5 13.6 13.7 14.2
7 11.4 10.7 10.2 31.6 31.8 34.2 94.2 41.9 25.4 14.1 13.9 14.2
8 11.5 10.9 10.6 31.8 32.0 34.2 94.3 41.9 25.3 14.4 14.3 14.1
9 11.3 11.0 11.2 30.8 31.8 34.1 94.3 41.8 25.3 14.4 14.3 14.1
10 11.2 10.9 10.9 30.6 32.1 33.9 94.3 41.8 25.3 14.4 14.6 14.1
11 11.1 10.7 10.8 30.7 31.6 33.6 94.6 41.8 25.3 15.0 14.2 14.1
12 11.1 10.9 10.8 30.4 31.9 33.7 94.5 41.9 25.3 14.7 14.0 14.1
13 11.1 11.0 10.8 30.8 32.1 33.6 94.5 41.9 20.9 14.3 13.7 12.5
14 11.1 10.4 11.6 31.2 31.8 33.5 84.1 41.8 14.1 14.4 13.5 11.1
15 11.1 10.9 11.7 31.5 31.6 46.3 70.4 41.9 14.5 14.5 13.5 11.2
16 11.2 11.0 11.7 30.2 32.2 60.5 68.9 42.0 14.7 14.4 13.5 11.3
17 11.0 10.7 12.2 31.7 31.1 59.6 68.7 39.8 14.6 14.4 13.5 11.4
18 11.3 10.5 12.3 32.6 32.1 59.4 68.8 37.3 14.8 14.0 13.5 11.3
19 11.6 10.5 12.1 32.6 31.8 58.9 56.2 37.6 14.6 13.5 13.5 11.3
20 11.4 10.5 11.6 31.6 31.4 64.2 40.1 37.2 14.8 13.2 13.5 11.2
21 11.1 10.6 11.6 31.5 31.6 89.3 39.9 37.0 14.4 13.3 13.4 11.2
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2011 Daily Discharge (m3/s)
2011 Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec
22 11.4 10.3 11.8 31.4 31.5 87.1 40.2 37.3 14.7 13.1 13.5 11.2
23 11.1 9.97 11.3 31.7 31.2 88.1 40.2 37.6 14.6 12.8 13.6 11.2
24 10.8 10.0 11.1 31.6 30.9 88.9 40.1 31.7 14.7 13.1 13.7 11.2
25 10.8 10.1 11.6 31.4 30.7 88.9 40.1 25.8 13.8 13.5 13.7 11.3
26 10.7 10.1 11.8 31.7 31.2 89.0 40.1 25.8 13.8 14.1 13.9 11.4
27 10.7 10.3 12.0 31.6 31.0 90.5 41.0 25.7 13.3 14.8 14.3 11.4
28 10.7 10.3 12.4 32.1 31.3 92.3 41.8 25.8 12.8 14.2 14.5 11.6
29 10.7 11.9 32.2 31.5 93.6 41.8 26.0 12.8 14.3 14.5 11.8
30 10.6 11.4 32.4 31.3 93.1 41.7 26.2 12.2 14.5 14.6 11.8
31 10.7 11.4 31.0 41.6 25.9 14.5 11.6
Mean 11.0 10.6 11.2 31.0 31.7 57.5 68.6 37.0 18.9 13.9 13.9 12.5
Max 11.6 11.3 12.4 32.6 33.0 93.6 94.6 42.0 26.0 15.0 14.6 14.3
Min 10.6 9.97 10.1 19.8 30.7 32.5 39.9 25.7 12.2 12.1 13.4 11.1
Total 342.4 296.47 348.7 929.9 982 1724.4 2128.1 1145.9 566.3 429.5 418.4 387
Total Dam3 29600 25600 30100 80300 84800 149000 184000 99000 48900 37100 36100 33400
Overall Mean Maximum Daily Minimum Daily Total Discharge Total Discharge in dam3
26.6 94.6 on Jul 6 9.970 on Feb 23 9699.07 838000
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Monthly Mean Discharge (1914-2011)
Monthly Mean Discharge (m3/s)
Year Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Mean
1914 - - - 10.3 28.7 52.3 67.9 26.9 13.9 14.4 14.4 10.8 -
1915 7.88 6.51 6.07 11.3 29.4 41.0 41.9 31.7 16.6 7.36 7.23 7.64 18.0
1916 4.37 3.97 5.31 7.78 33.8 56.7 77.3 39.7 22.2 10.7 7.32 6.04 23.0
1917 4.77 3.94 3.91 4.18 6.70 38.9 44.8 28.2 15.3 9.85 7.60 8.95 14.8
1918 11.4 7.62 5.77 8.67 23.0 70.4 88.1 41.0 19.9 - - - -
1924 ------15.4 10.7 9.98 7.58 -
1925 7.23 6.77 5.57 7.81 36.5 61.7 40.5 25.8 14.9 6.38 4.53 4.91 18.6
1926 4.53 4.72 4.65 7.07 16.8 22.0 28.2 17.2 - - - - -
1950 - - - - 50.3 100 94.3 63.7 51.4 - 50.1 48.9 -
1951 49.2 48.1 47.8 60.7 70.4 95.2 105 75.9 64.3 49.6 45.0 49.5 63.5
1952 51.2 45.4 40.5 43.9 60.4 84.8 88.8 66.2 57.2 55.9 50.4 49.0 57.9
1953 44.4 46.3 41.2 29.9 56.2 78.8 91.1 76.0 62.7 58.9 54.9 48.4 57.5
1954 48.6 47.2 36.0 41.6 49.8 83.5 107 94.5 85.4 66.2 60.1 66.6 65.7
1955 - - 62.7 62.0 56.6 101 111 87.7 77.0 69.8 69.5 74.8 -
1956 72.4 74.2 69.2 82.2 104 128 128 83.5 - 8.78 10.1 6.49 -
1957 - 5.98 6.05 5.90 11.0 - 12.9 11.3 12.4 10.5 8.88 7.23 -
1958 6.24 6.40 6.27 6.35 6.01 22.3 13.2 6.48 10.8 12.0 10.5 6.86 9.44
1959 5.97 6.05 5.66 5.02 5.31 13.5 17.8 11.9 11.9 12.6 8.98 6.11 9.25
1960 5.61 5.11 8.20 6.37 7.87 11.4 22.9 12.3 11.6 12.2 9.57 6.60 10.0
1961 5.44 5.51 5.50 5.90 23.4 30.6 8.31 10.9 19.6 11.1 14.2 15.3 13.0
1962 16.5 17.2 28.7 18.2 24.4 29.4 14.9 26.9 8.07 8.07 7.60 5.25 17.1
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Monthly Mean Discharge (m3/s)
Year Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Mean
1963 19.1 59.6 28.4 4.94 16.1 49.6 14.2 77.1 33.0 26.0 19.5 16.0 30.1
1964 16.1 19.4 21.9 28.5 15.9 67.2 38.2 52.2 44.1 16.1 14.2 18.4 29.3
1965 10.7 8.78 33.6 13.7 14.0 12.2 10.7 19.7 15.4 29.9 31.4 30.7 19.3
1966 29.5 30.6 38.4 33.6 28.7 28.6 43.5 38.7 23.8 16.5 12.0 12.6 28.1
1967 16.1 25.9 51.0 31.5 30.5 99.4 53.8 18.3 32.1 27.3 32.3 32.6 37.6
1968 35.2 49.4 39.7 44.4 37.4 43.8 72.4 34.0 20.0 31.2 15.1 29.7 37.7
1969 24.1 36.3 21.5 22.3 17.7 46.1 29.2 30.5 9.23 9.63 14.5 10.5 22.5
1970 13.5 9.68 9.54 9.99 9.48 54.2 9.91 9.06 8.95 8.86 8.92 8.95 13.4
1971 22.5 32.2 17.6 102 130 98.3 7.05 15.9 7.17 8.12 8.93 8.73 38.1
1972 - - 9.63 9.29 12.2 110 17.2 19.3 9.46 8.17 8.09 7.90 -
1973 7.79 8.64 27.9 31.5 9.14 15.0 9.55 20.8 15.5 11.4 8.34 5.77 14.3
1974 5.02 38.5 31.5 4.41 4.10 36.8 11.7 77.9 37.5 25.5 7.57 7.19 23.9
1975 - 7.85 7.13 22.6 6.81 6.74 14.1 30.7 19.6 17.9 8.09 5.82 -
1976 5.18 10.2 17.1 36.2 39.1 82.3 12.7 34.4 29.5 36.4 19.3 6.51 27.3
1977 7.13 6.96 7.12 13.0 13.7 53.7 92.0 83.7 11.4 11.7 10.5 6.95 26.7
1978 6.40 6.55 6.86 6.98 12.4 22.4 10.0 20.6 14.3 18.5 13.2 7.35 12.2
1979 7.11 6.29 6.82 7.60 7.61 17.7 8.27 20.2 13.8 14.8 14.8 8.53 11.1
1980 8.39 8.52 7.71 7.71 9.86 10.7 13.0 16.1 11.9 11.9 10.8 6.98 10.3
1981 7.43 7.08 6.83 6.49 6.33 6.26 20.0 60.2 30.2 12.5 16.9 6.18 15.6
1982 6.38 6.72 6.43 6.48 17.4 51.9 32.1 53.3 50.2 13.1 12.6 6.19 21.9
1983 6.54 6.58 5.91 5.91 11.6 76.6 28.5 49.9 25.8 12.3 12.0 8.44 20.8
1984 7.81 6.96 19.3 22.7 7.98 6.08 36.4 25.1 11.5 31.0 10.3 6.50 16.1
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Monthly Mean Discharge (m3/s)
Year Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Mean
1985 6.67 21.3 35.9 29.1 13.4 19.3 11.9 11.8 12.0 12.5 9.39 6.74 15.8
1986 6.31 6.09 5.99 5.96 7.75 6.38 12.4 33.6 32.5 12.6 10.1 5.77 12.2
1987 5.99 6.16 6.21 7.67 12.2 6.87 54.8 24.6 12.7 12.9 10.6 7.45 14.1
1988 7.39 7.34 7.32 7.05 13.1 7.63 9.82 12.7 13.3 13.4 9.50 6.28 9.59
1989 5.61 5.56 5.36 5.13 7.60 4.66 8.46 11.8 12.4 12.2 9.85 6.46 7.94
1990 7.24 6.71 6.39 6.03 5.73 16.6 7.04 13.9 13.7 13.5 13.7 7.81 9.86
1991 5.84 5.83 32.0 40.9 52.3 104 122 98.3 59.9 13.3 13.2 12.9 47.0
1992 12.9 13.1 12.9 12.7 24.2 25.9 67.3 64.4 24.2 11.6 9.46 7.20 23.9
1993 22.1 6.85 7.03 6.09 6.44 6.69 8.10 11.5 11.6 12.1 9.40 6.18 9.55
1994 6.24 5.71 5.81 16.1 40.9 28.9 10.4 10.5 10.8 10.4 8.11 5.64 13.3
1995 5.94 5.75 4.74 6.01 10.6 27.3 32.6 17.9 12.0 11.9 9.07 6.33 12.5
1996 5.89 5.56 5.32 14.4 26.4 31.5 25.7 18.4 15.5 12.9 10.0 9.94 15.2
1997 9.77 8.90 9.00 12.7 25.9 74.0 110 106 41.2 16.0 15.0 12.0 36.9
1998 11.9 11.8 12.4 15.1 26.2 42.3 48.1 44.2 16.5 16.8 14.2 12.0 22.7
1999 12.4 12.2 15.4 20.4 20.1 74.5 114 134 53.6 13.1 11.0 10.2 41.1
2000 10.6 11.0 10.2 12.0 15.0 15.0 15.0 19.6 14.6 11.7 9.24 6.76 12.6
2001 7.07 7.35 7.57 7.50 7.88 6.44 10.7 10.5 12.4 12.4 8.47 6.61 8.76
2002 6.38 6.49 7.69 16.7 22.9 25.8 28.4 27.5 21.3 13.3 11.4 10.6 16.6
2003 10.6 10.1 10.2 21.7 27.3 49.7 42.4 30.5 20.8 12.5 12.8 11.7 21.7
2004 11.2 11.5 11.4 27.6 28.0 26.6 13.4 11.3 11.8 11.5 10.5 10.8 15.5
2005 10.8 10.9 10.7 18.9 28.4 24.4 23.9 15.8 11.0 11.0 10.9 10.7 15.7
2006 10.8 10.6 10.5 11.6 30.5 41.7 48.7 25.8 20.2 14.7 12.1 11.4 20.8
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Monthly Mean Discharge (m3/s)
Year Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Mean
2007 9.98 10.2 31.0 64.5 41.2 80.4 106 63.9 20.6 11.6 12.9 11.0 38.8
2008 8.07 8.20 10.9 19.4 26.5 34.7 25.1 21.8 17.4 13.0 12.9 11.3 17.4
2009 10.0 9.51 10.4 19.4 29.5 41.9 19.2 16.8 12.1 10.2 9.52 9.65 16.5
2010 9.86 9.73 9.95 30.6 27.4 29.8 73.1 78.0 21.3 14.7 14.5 10.6 27.6
2011 11.0 10.6 11.2 31.0 31.7 57.5 68.6 37.0 18.9 13.9 13.9 12.5 26.6
Mean 13.6 15.1 16.8 20.4 25.6 44.5 42.1 37.9 23.7 17.6 15.6 13.8 22.7
Max 72.4 74.2 69.2 102 130 128 128 134 85.4 69.8 69.5 74.8 65.7
Min 4.37 3.94 3.91 4.18 4.10 4.66 7.04 6.48 7.17 6.38 4.53 4.91 7.94
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Appendix 3: Photo Log
Photo One: An example of the substrate size at the intake location (D50 =20cm)
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Proposed Intake Site
Photo Two: Facing downstream of the Highway 99 Bridge. Note the coarse cobble substrate located along the banks. Taken in late October of 2012.
Photo Three: Proposed intake site. Note the coarse substrate.
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Proposed Intake Site
Photo Four. Facing downstream from Highway 99 Bridge in early July of 2012 when high waters were receding. Note Photo Two at water levels in October of the same year.
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Photo Five. Floodplain – bench at the proposed intake location at Cayoosh Campground in the District of Lillooet. Deposition of sands and gravels in photo were from the high waters of the previous month in June of 2012.
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Photo Six. Proposed alignment of the Seton River Intake line to the Wet Well. (Drawing 534- 281-SK1)
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Photo Seven. Existing pump structures adjacent to the proposed Seton River Intake Wet Well site.
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Appendix 4: Spill Response Plan
ENVIRONMENTAL INCIDENT: If a spill of fuels, oils, lubricants or other harmful substances occurs, the following procedures are to be implemented.
Spill Response Steps
1. ENSURE SAFETY 2. STOP THE FLOW (when possible) 3. SECURE THE AREA 4. CONTAIN THE SPILL 5. NOTIFY/REPORT (PEP 1-800-663-3456) 6. CLEAN-UP 1.0 ENSURE SAFETY Ensure Personal/Public, and Environmental Safety Wear appropriate Personal Protective Equipment (PPE) Never rush in, always determine the product spilled before taking action Warn people in the immediate vicinity Ensure no ignition sources if spill is a flammable material
2.0 STOP THE FLOW (when possible) Act quickly to reduce the risk of environmental impacts Close valves, shut off pumps or plug holes/leaks Stop the flow or the spill at its source
3.0 SECURE THE AREA Limit access to the spill area Prevent unauthorised entry onto the site
4.0 CONTAIN THE SPILL Block off and protect river, drains and culverts Prevent spilled material from entering drainage structures (ditches, culverts, drains) Use spill sorbent material to contain the spill If necessary, use a dyke or any other method to prevent any discharge on site Make every effort to minimise contamination
5.0 NOTIFY/REPORT Notify appropriate Field Manager or alternate or incident (provide spill details) When necessary the first external call should be made to: Provincial Emergency Program (PEP) 1-800-663-3456 (24 Hour) Provide necessary spill details to other external agencies Complete an Environmental Incident Report (EIR)
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Appendix 5: Erosion Controls
Silt Fences
Short-term structures constructed of wood or steel fence posts and a suitable permeable geotextile, designed to intercept and filter small volumes of “sheet flowing”, sediment-laden runoff.
Used to isolate construction areas, intercept soil from cut slopes and ditch lines, and trap sediment close to the source of production.
Also used to retain soil on site and reduce runoff velocity across areas below the fence.
Most effective when:
maximum length of slope above barrier is 30 m (100’)
maximum grade is 50%, and
area draining to the barrier is 0.1 to 0.2 ha/30 m of fence.
Not intended for use in streams or in ditches that receive excessive flow.
Minimum design characteristics for geotextile silt fence construction:
Minimum filtering efficiency: 90%
Minimum flow rate: 0.012 m3/m2/minute
Minimum grab tensile strength: 700 Newton’s
Minimum equivalent opening size: 0.15 mm (median 0.021 mm).
Silt fences must be properly sited, securely installed, and frequently inspected, repaired, and cleaned. Trenching, firmly setting posts, and securely stapling wire and fabric in place are key construction details.
Improperly located and installed silt fences, or those that are not adequately maintained, can fail, creating more damage than if no barrier had been installed.
Silt fences generally require replacement after about 3 months.
Silt fences must be removed once the upslope area has been successfully stabilized.
Source: V.A. Poulin and H.A. Argent. 1997.
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Sediment Control Ponds and Traps
Can be simple, small basins or large engineered structures designed to impound large quantities of sediment.
Those used on forestry roads are generally small, excavated pits that capture coarse sediments before they can enter a stream.
Should be constructed during initial site development and maintained until all construction is completed.
Sediment ponds and traps should be located at the lowest practical point in the catchment area.
They must be frequently inspected and cleaned while they are in place to be effective.
Fine particulates that pass through the sediment control pond or trap can be deleterious to fish and fish habitat.
Source: V.A. Poulin and H.A. Argent. 1997.
Erosion Control Blankets
Biodegradable erosion control blankets of mulch, bonded fibers, straw, and/or coconut fibers and some geotextiles can be used to facilitate and accelerate vegetation development.
Mats, held in place by stakes, may be pre-seeded with an appropriate seed mixture or simply used to cover a seeded area, holding seeds and mulch in place.
Unless erosion control blankets are installed so that they are in complete contact with the soil, erosion can occur beneath the netting.
Erosion control blankets should be routinely inspected and re-anchored and repaired, as necessary.
Source: V.A. Poulin and H.A. Argent. 1997.
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Appendix 5: Supporting Information
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APPENDIX B
“Well Drilling and Completion Report: Seton Fan 300mm Diameter Production Wells, District of Lillooet, B.C.” by Western Water Associates Ltd., dated January 2012
Well Drilling and Completion Report: Seton Fan 300 mm Diameter Production Wells, District of Lillooet, B.C.
Prepared for:
The District of Lillooet 615 Main Street PO Box 615 Lillooet, B.C. V0K 1V0
c/o TRUE Consulting 201 – 2079 Falcon Road Kamloops, B.C. V2C 4J2
Prepared by:
Western Water Associates Ltd. January 2012 #32 – 10051 Hwy 97 N Project: 11-030-01 Lake Country, B.C. V4V 1P6
January 9, 2012
District of Lillooet c/o TRUE Consulting Steve Underwood, P.Eng 201 – 2079 Falcon Road Kamloops, B.C. V2C 4J2
Dear Mr. Underwood:
Re: Well Drilling and Completion Report – 300 mm Seton Fan Production Wells, District of Lillooet, B.C.
Western Water Associates Ltd. (WWAL) is pleased to provide this completion report for the Seton fan well development project. Two new, 300 mm diameter production wells have been, drilled, developed and tested and the results are provided in this report.
The wells are moderately productive, and their yields are limited by available drawdown in the aquifer. The shallow, unconfined aquifer sourced at the site is in hydraulic connection with and recharged by the nearby Seton River, and river level and aquifer levels are linked. Under high water conditions, which generally coincide with times of high groundwater use, yields possible from the wells will likely increase above those observed during the testing program in August 2012.
We trust that the professional opinions and advice presented in this document are sufficient for your current requirements. Should you have any questions, or if we can be of further assistance in this matter, please contact the undersigned.
WESTERN WATER ASSOCIATES LTD.
Reviewed by:
Ryan Rhodes, P.Geo., P. Geol Douglas Geller, M.Sc., P.Geo. Hydrogeologist Senior Hydrogeologist January 2012 1 Lillooet 300mm Seton Fan Wells 11-030-01
TABLE OF CONTENTS
1. INTRODUCTION ...... 3 1.1 PROJECT BACKGROUND ...... 3 1.2 SCOPE OF SERVICES ...... 4 2. SITE DESCRIPTION AND HYDROGEOLOGIC SETTING ...... 4 2.1 SITE DESCRIPTION ...... 4 2.2 HYDROGEOLOGIC SETTING ...... 7 2.3 AREA GROUNDWATER USE AND NEARBY REPORTED WATER WELLS ...... 7 2.4 AREA HYDROLOGY (SETON AND FRASER RIVERS)...... 8 3. WELL CONSTRUCTION ...... 10 3.1 WELL DEVELOPMENT ...... 11 4. WELL TESTING METHODS ...... 13 4.1 WELL 1 (WPN17886) ...... 13 4.2 WELL 2 (WPN17887) ...... 14 5. WELL TESTING RESULTS ...... 14 5.1 EFFECT OF SETON RIVER LEVELS ON AQUIFER LEVELS DURING TESTING ...... 14 5.2 WELL 1 TESTING RESULTS ...... 15 5.3 WELL 2 TESTING RESULTS ...... 16 5.4 AQUIFER PROPERTIES ...... 18 5.5 WELL INTERFERENCE ...... 18 5.6 DISCUSSION OF SHORT AND LONG WELL YIELDS ...... 18 6. WATER QUALITY ...... 19 7. GWUDI ASSESSMENT ...... 22 7.1 COMPARISON OF GROUNDWATER AND SURFACE WATER QUALITY ...... 22 7.2 RESULTS OF MODIFIED-MPA TESTING ...... 23 7.3 DISCUSSION ...... 24 8. SOURCE PROTECTION CONSIDERATIONS ...... 25 9. CONCLUSIONS ...... 27 10. RECOMMENDATIONS...... 28
January 2012 2 Lillooet 300mm Seton Fan Wells 11-030-01
List of Figures
Figure 2.1 General Location of Project Site ……………………………….…………………….….…5 Figure 2.2 Seton Fan Well Locations and Aquifer Mapping…...…………………………………….…..6 Figure 2.3 Fraser River Hydrographs, 2007-2010…...……………….…………………………….……9 Figure 2.4 Seton River Hydrographs, 2007-2010………………………………………………………10 Figure 3.1 As-built Schematics for the 300 mm Seton fan Wells 1 and 2.……………………...….…..12 Figure 5.1 Seton River Water Levels and Discharge During Pumping Test Program………...….……15 Figure 5.2 Specific Capacity Comparison During Step Tests on Wells 1 and 2………………….……17 Figure 7.1 Water Level / Temp Response in Well 1 During Pumping Tests on Well 2……….….…...23 Figure 8.1 Land Use Near the Seton Fan Well Sites………………………………………………...…26
List of Tables
Table 3.1 Construction Details for Sweetwater Monitoring Wells & Production Wells ...... 11 Table 5.1 Drawdown and Specific Capacity Summary for Well 1 Testing ...... 16 Table 5.2 Drawdown and Specific Capacity Summary for Well 2 Testing ...... 17 Table 6.1 Water Quality Results Summary ...... 21 Table 7.1 Modified MPA Testing Results ...... 24
List of Appendices
Appendix A Grain Size Analysis Appendix B Well Logs Appendix C Pumping Test Data and Graphs Appendix D Water Quality Reports
January 2012 3 Lillooet 300mm Seton Fan Wells 11-030-01
1. INTRODUCTION At the request of TRUE Consulting and the District of Lillooet (DoL), Western Water Associates Ltd. (WWAL) has overseen a groundwater development program located in a District owned campground (Cayoosh Creek campground) near the confluence of the Seton and Fraser Rivers. This report documents the program and presents the results of well yield and water quality testing.
1.1 Project Background The DoL currently obtains drinking water from several sources, including both surface water and groundwater. The DoL has intakes on Dickie Creek and Town Creek, and the watersheds for both were damaged during the 2009 and previous forest fires. In addition they operate 3 groundwater wells (Rec 2, Conway 1 and Conway 2).
In 2010, hydrogeologists Douglas Geller, P.Geo and Ryan Rhodes, P.Geo (while working at Summit Environmental Consultants Inc.) oversaw a groundwater exploration program for the DoL, focused primarily on the District-owned campground (Summit 2010). Five boreholes were advanced in the campground using a dual-rotary drilling rig, with the intent of identifying and delineating a shallow aquifer in hydraulic connection with the Seton River. Two of the wells encountered an unconfined aquifer and were converted to test wells.
Results of yield testing on the two test wells indicated a moderately productive aquifer. One of the test wells was pumped at a rate of 13.7 L/sec (218 US gpm) and production was only limited by the capacity of the test pump. Interpretation of the pumping test data was complicated by the fact that the Seton River stage was dropping during the test, likely lowering aquifer water levels at the same time, but it appeared that water level stabilization would occur with prolonged pumping. The test well program indicated that larger scale groundwater development at the site was feasible, and that construction of two, larger diameter wells capable of 31.5 L/s (500 US gpm) may have been possible.
In 2011, the District of Lillooet was successful in obtaining Gas Tax Agreement grant funding for Phase 1 of Municipal Water Supply improvements. Under these improvements, the District of Lillooet would ultimately (but not until a later phase) transition to sourcing surface water from the B.C. Hydro Seton Canal, and treating the water prior to distribution. As Part of Phase 1 improvements, additional groundwater capacity was to be constructed to reduce dependence on the Town and Dickie Creek sources. These groundwater sources would be routed through a new 4-3-2-1-0 compliant water treatment facility also constructed as part of Phase 1.
This report documents the construction and testing of the new groundwater sources constructed as part of Phase 1 of the water system improvements.
January 2012 4 Lillooet 300mm Seton Fan Wells 11-030-01
1.2 Scope of Services WWAL provided the following services to TRUE/DoL.:
1) Met with TRUE project engineers and DoL staff in Lillooet at the start of the project to discuss the logistics, timing and area requirements of the production well drilling program. Briefed the Lillooet Chamber of Commerce on the groundwater portion of the water system upgrades; 2) Obtained and evaluated five competitive quotes from B.C. Registered Well Drillers to drill and develop the new wells; 3) Supervised the drilling and development of two 300 mm diameter water wells compliant with the B.C. Groundwater Protection Regulation; 4) Obtained and evaluated five competitive quotes to complete pumping tests on the new wells from B.C. Qualified Pump Installers; 5) Oversaw testing to determine the well yield, including several variable rate step tests, constant rate tests ranging from 24 to 60 hours and monitoring of water level recovery; 6) Collected water samples to evaluate the groundwater quality and evaluated the results against the GCDWQ; 7) Assessed whether the two new wells were GWUDI through testing of groundwater from the well and nearby surface water bodies. 8) Evaluated well testing data and aquifer properties and discussed source protection considerations; 9) Prepared this report for submission to IHA and funding agencies, including recommendations for system commissioning, operation and ongoing monitoring.
2. SITE DESCRIPTION AND HYDROGEOLOGIC SETTING The following sections briefly describe the well site location and hydrogeologic setting. Hydrology of nearby water courses is also discussed. More detailed information on area physiography, geologic setting and area groundwater use is presented in the Summit 2010 Groundwater Exploration Report and the reader is referred to that report if more information is desired.
2.1 Site Description The project site is located near the confluence of the Seton and Fraser Rivers, on the north side of the Seton and on the west side of the Fraser (Figure 2.1 and 2.2). Regionally, the Lillooet area is located in a narrow valley bottom and is backed on all sides by steep mountain ranges. Elevation at the confluence of the Rivers is approximately 200 m asl, while peaks forming the valley sides reach 2,000 m or more.
The town core of Lillooet is located to the north and topographically above the project site. The new 300 mm wells are located in the Cayoosh Creek Campground, a seasonal campground with capacity for approximately 25 visitors. Domestic water for the campground is supplied from a shallow dug well and sewage is handled by onsite septic systems as shown on (Figure 2.2). Land use to the southwest along the Seton River is industrial with one periodically operating lumber and veneer mill present (Figure 8.1).
January 2012 5 Lillooet 300mm Seton Fan Wells 11-030-01
Figure 2-1 General location of project site.
January 2012 6 Lillooet 300mm Seton Fan Wells 11-030-01
Figure 2-2 Cayoosh Creek campground site and well locations. January 2012 7 Lillooet 300mm Seton Fan Wells 11-030-01
2.2 Hydrogeologic Setting The west side of the Fraser River in the Lillooet area, including the project site, is reportedly underlain by Provincially-mapped sand and gravel aquifer 324 IIIC (MOE 2011). Aquifer 324 is classified by the B.C. Ministry of Environment as having a low demand, moderate productivity and low vulnerability to contamination. The low vulnerability classification assigned to aquifer 324 is attributed to the semi- confined or confined nature of the aquifer and the great depth below surface at which it is intercepted, rendering it relatively safe from surface-based contamination.
The bulk of urban development in the DoL is located on a series of benches above the Fraser River and it is in these areas that the current DoL wells are located. The existing DoL wells are screened at 70 m to 160 m depth, with the Conway well screens typically in the elevation range of 85 to 100 m asl (above sea level).
A deep aquifer is also known to be present at depth west and upstream of the project site on the south side of the Seton River. One well registered to the Cayoosh Creek Indian Band is reportedly 120 m (395 ft) deep and sources an aquifer located in the lowest 5 m of the well. The well screen elevation of approximately 90 m asl suggests it is the same aquifer (324) as developed at the Conway Park site in Lillooet.
The aquifer in which the new 300 mm diameter wells are completed is not aquifer 324 IIIC. These wells are completed in a shallow, unconfined aquifer system which has limited aerial extent and is in direct hydraulic connection with the Seton River. The aquifer is interpreted to be comprised of modern fluvial scour and alluvial deposits of the Seton River. Figure 2.2 shows the location of the new 300 mm wells, as well as the boreholes drilled for the groundwater exploration program and other reported wells in the area. Figure 2.2 also illustrates the inferred extent of the shallow aquifer, based on previous drilling at the site. The new 300 mm wells are screened between approximately 178 m and 172 m asl.
2.3 Area groundwater use and nearby reported water wells Groundwater use in the shallow aquifer associated with the Seton River is negligible. The Cayoosh Creek campground sources a shallow dug well for the campground domestic supply (WTN43482 – Figure 2.2) which is located approximately 50 m west and upstream of the new 300 mm wells. Following commissioning of the new 300 mm diameter wells, this well will be abandoned and the campground will be connected to the new groundwater sources.
Further west and upstream are two reported dug wells/infiltration galleries formerly operated by the Ainsworth Lumber Company and subsequently, the District of Lillooet. These groundwater sources are no longer in use, but it is our understanding that they have not been properly decommissioned or abandoned.
No other users of the shallow Seton aquifer are known.
As mentioned previously, the District of Lillooet and multiple private groundwater users source the deeper confined Aquifer 324IIC. Based on drilling at the campground site and our conceptual model of the shallower Seton aquifer system, these two aquifers are not hydraulically connected. January 2012 8 Lillooet 300mm Seton Fan Wells 11-030-01
2.4 Area Hydrology (Seton and Fraser Rivers)
The shallow aquifer sourced by the new 300 mm wells is hydraulically connected to and influenced by the nearby Seton and Fraser River systems. A detailed review of the local hydrologic setting is beyond the scope of this report, however brief discussion of the hydrology of these systems is warranted.
Water levels in the Seton River near the well site are controlled by two factors: the discharge in the Seton River and the water level in the Fraser River. Because the well site is located near the confluence of these streams both exert control on water levels adjacent to the well site and in the shallow aquifer. For example, if the Fraser stage is high, water levels are raised in the Seton River as flow in the Seton backs up, regardless of discharge in the Seton at the time.
Figures 2-3 and 2-4 depict the 2007 through 2010 hydrographs for the Fraser River and Seton River, respectively. On average, the Fraser River hydrograph peaks June 15 but over the period reviewed, the peak ranges from mid-May to early July. The magnitude of the peak in recent years also varies significantly from 3,000 m3/sec to 7,000 m3/sec. In general, above average discharge in the Fraser occurs between May and September.
The Seton River is controlled by the Seton Lake dam, and as such flows in the Seton can be manipulated and the hydrograph for the stream is more “step like”. Over the period reviewed, hydrograph peaks occur between June 1 and August 1, and like the Fraser, the magnitude of these peaks vary significantly.
In general, peak water levels in the Fraser and Seton Rivers generally correspond to peak water usage in the District of Lillooet (summer), which means that when peak demands are experienced, aquifer levels in the Seton Fan aquifer should be near their seasonal highs.
More information on the flood stage at well site, taking into account the combined effects of the Fraser and Seton Rivers can be found in a 2011 report completed by B.C. Rivers Consulting. This report was commissioned to determine the 200-year flood level at the well sites so that the well heads could be raised above the expected 200-year flood level, which was estimated at 198.2 m asl (B.C. Rivers Consulting 2011).
The effect of water level fluctuations in the Seton River on the aquifer levels observed during the well testing program are discussed further in Section 5 of this report.
January 2012 9 Lillooet 300mm Seton Fan Wells 11-030-01
Figure 2-3 Fraser River Hydrographs, 2007 - 2010.
Data Source: Water Survey of Canada website. WSC Station 08MF040, Fraser River at Texas Creek.
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Figure 2-4 Seton River Hydrographs, 2007 - 2010.
Data Source: Water Survey of Canada website. WSC Station 08ME003, Seton River near Lillooet.
3. WELL CONSTRUCTION Both of the new 300 mm Seton Fan wells were drilled using the cable-tool method by Robbins Drilling and Pump Ltd. of Okanagan Falls, B.C. (B.C. Registered Well Driller #06051601).
Drilling was initiated at both sites by installing a temporary 400 mm diameter surface casing to a depth of 5.5 m (18 ft). The surface casing was left in place while the 300 mm diameter production casing was advanced inside. Prior to well completion, the annular space between these two casings was filled with hydrated bentonite chips and the surface casing was removed using hydraulic rams to form the surface seal for both wells.
WWAL hydrogeologist Ryan Rhodes, P.Geo was onsite several times during the drilling and onsite while the potential screen zone of each well was being drilled. Formation samples were collected at 0.6 m (2.0 ft) intervals and field grain size analysis on selected samples was completed by Mr. Rhodes and used to determine the optimum screen design. The results of grain size analyses are provided in Appendix A.
The Seton Fan Aquifer at the well sites is comprised of generally poorly sorted, brown alluvial deposits ranging from fine sand to coarse gravel and cobbles. In some samples, a large proportion of the material consisted of fine sand size sediments (around the 10 slot size or 0.010”). January 2012 11 Lillooet 300mm Seton Fan Wells 11-030-01
Well construction details for the new wells is provided in Table 3-1, and the well driller logs are provided in Appendix B. As-builts for both wells are depicted in Figure 3-1.
Table 3.1 Construction Details for Sweetwater Monitoring Wells & Production Wells Parameter Well 1 Well 2 Well Plate Number 17886 17887 Casing Diameter 300 mm (12 inch) 300 mm (12 inch) Screen Diameter/Make 12" Telescoping / Variperm 12" Telescoping / Variperm Screen Inner Diameter 258 mm 258 mm Total Well Depth (bgs) 16.5 m (54 ft) 18.0 m (59 ft) Screen Assembly Length (excluding riser) 4.0 m (13 ft) 4.6 m (15 ft) Length of Open Screen 3.7 m (12 ft) 4.6 m (15 ft) K-Packer Depth 11.9 m (39 ft) 12.8 m (42 ft) Screen Design 11.9 m - 12.5 m solid riser 12.8 - 13.4 m solid riser 12.5 - 13.4 m 0.050" (50 slot) 13.4 - 18.0 m 0.050" (50 slot) 13.4 - 13.7 m blank 13.7 - 16.5 m 0.020" (20 slot) Theoretical Screen Transmitting Capacity 308 US gpm 703 US gpm
3.1 Well Development Following screen installation, both of the wells were developed using the surge and bail technique with the cable-tool drilling rig. While surging, a temporary submersible pump was installed in each well and operated at a rate of ~6.3 L/s (100 gpm) to remove suspended fines in the water column. Sediment laden water was discharged to ground and managed so as not to flow into nearby water courses. Well 1 was developed with these techniques for 23 hours, and Well 2 was developed for 56 hours.
At the end of development of both wells, a small amount of fine sand was still being drawn into the well screens, which is not uncommon in this type of aquifer setting. Pumping tests on both wells provided additional well development and a small amount of fine sand was produced throughout the tests. By the end of the tests the amount of sand being produced had decreased but some was still being produced. Following installation of the permanent pumps but prior to connection of the wells to the distribution system, we recommended additional pumping to waste be completed so that the last of the sand can be removed from the area around the well screens. Refer to Section 10 of this report for more detailed recommendations.
January 2012 12 Lillooet 300mm Seton Fan Wells 11-030-01
January 2012 13 Lillooet 300mm Seton Fan Wells 11-030-01
4. WELL TESTING METHODS This section summarizes the pumping test program completed on each of the wells. Robbins Drilling and Pump Ltd. was retained to complete the pumping test program. Section 5 of the report presents the results of the pumping tests.
24 hours prior to test pump installation, each well was chlorinated to >200 ppm. For both pumping tests, the same Goulds 3-stage 30 HP 425 gpm test pump was used and was powered by a diesel fuel generator. The test pump was installed as deep as possible in each well, which meant that the bottom of the motor was situated approximately 0.3 m above the figure-k packer.
For both tests, dedicated sounding tubes were installed and water level measurements were collected with an electric well sounder to the nearest 1 mm. Water level transducers were also installed in the pumping well. During each pumping test, water levels in the non-pumping 300 mm diameter well were also monitored to quantify the potential for well interference. An arbitrary water level gauge was also installed in the Seton River near the well site to monitor surface water levels.
Flows were controlled with a gate valve on the discharge head and measured using an orifice weir. Discharge water was routed approximately 100 m from the well heads to a low lying area east of the well sites. Discharged water was monitored throughout the testing and infiltrated to ground prior to reaching the Seton River.
4.1 Well 1 (WPN17886) The testing program for Well 1 consisted of: • August 22, 2011. Variable rate step test with 90 minute steps at 22.0, 31.5 and 37.8 L/s (350, 500 and 600 US gpm). The step at 37.8 L/s was curtailed after 30 minutes when it became apparent that water levels at this flow rate were approaching the pump intake and could not be sustained. (Table A1; Figure A1)1. • Aug 22, 2011. A constant rate test at 31.5 L/s (500 US gpm) was initiated. The test was aborted after 7 hours when water levels reached the intake of the test pump. When the water levels reached the pump, the discharge water became quite turbid. (Table A2; Figures A2 and A3). • Aug 23, 2011. To ensure the well development was not compromised when pumping water levels reached the pump intake, a second step test was completed at rates of 12.6, 15.8, 18.9 and 25.2 L/s (200, 250, 300, 400 US gpm) and specific capacities were compared to those from the first pumping test. Specific capacity did not appear to have been affected. (Table A3; Figure A4). • August 23-24, 2011. A 24 hour constant rate test at 25.2 L/s (400 US gpm) was completed. (Table A4; Figures A5 and A6).
1 Table and Figure references to pumping test data tables and graphs in Appendix C. January 2012 14 Lillooet 300mm Seton Fan Wells 11-030-01
4.2 Well 2 (WPN17887) The testing program for Well 2 consisted of:
• August 24, 2011. Variable rate step test with 60 minute steps at 12.6, 22.0, 31.5 and 37.8 L/s (200, 350, 500 and 600 US gpm). (Table B1; Figure B1). • August 24-25, 2011. Constant rate test at 31.5 L/s (500 US gpm). This test was intended to be carried out for 48 hours or more but was curtailed after 13 hours when water levels approached the pump intake. (Table B1; Figure B2 and B3). • August 25-28, 2011. 60 hour constant rate test at 25.2 L/s (400 US gpm). (Table B3; Figures B4 and B5).
5. WELL TESTING RESULTS To interpret the test pumping results, we processed raw pumping test data into a series of graphs and analyzed the data. The analysis included well and aquifer hydraulics, in order to estimate aquifer properties and to determine whether the aquifer’s productivity is sufficient for the intended use. Using provincial guidelines, we estimated each well’s long-term sustainable capacity. Appendix C provides the graphs and interpretations.
5.1 Effect of Seton River Levels on Aquifer Levels During Testing As mentioned earlier, the shallow Seton Fan Aquifer is hydraulically connected to the nearby Seton River. Figure 5.1 illustrates the discharge and water level in the Seton River at the Water Survey of Canada station 08ME003, located approximately 3 km upstream of well sites. The figure illustrates that there was a significant drop in discharge and water levels beginning mid-day on August 24, which corresponds to the end of testing on Well 1 and the beginning of testing on Well 2.
Beginning around noon on August 24, water levels at the WSC station began dropping steeply and within a few hours had lowered by approximately 0.19 m. At 15:00 on August 24, the arbitrary river level gauge installed near the well sites was checked and found to be completely out of water, so there was not a significant delay between the drop in water levels at the WSC station and in the river near the well site.
Water levels before and after the drop were more or less constant. As such, except for late time drawdown and recovery data during the 400 US gpm constant rate test on Well 1, water level fluctuations do not significantly complicate analysis of the data.
Although water levels observed at the WSC station are not directly linked to water levels near the well site, there is a good correlation between observations at the well site and those recorded at the gauging station. At the completion of all test pumping, static water levels in Wells 1 and 2 recovered to within 0.18 m and 0.19 m of pre-testing static levels respectively. This agrees well with the ~0.19 m pre-to- post testing drop in water level observed at the WSC station.
January 2012 15 Lillooet 300mm Seton Fan Wells 11-030-01
Figure 5-1 Seton River water levels and discharge during pumping tests.
Data Source: Water Survey of Canada website. WSC Station 08ME003, Seton River near Lillooet.
5.2 Well 1 Testing Results The results of the initial step test on Well 1 indicated that a well yield of 37.8 L/s (600 US gpm) was not sustainable as pumping water levels approached the pump intake. Specific capacities calculated for the various tests are summarized in Table 5.1.
A constant rate test subsequently initiated at a rate of 31.5 L/s (500 US gpm) showed that this rate could also not be sustained for extended durations, and after 7 hours the test was aborted due to low pumping water levels.
The well was able to sustain a pumping rate of 25.2 L/s (400 US gpm) for a 24 hour duration. The response to pumping observed indicates that a negative boundary was intercepted after approximately 200 to 300 minutes, and this interpreted to be the inland edge of the aquifer formed by the Seton River scour deposits. When plotted on a hydrograph (Figure A5 in Appendix C), water levels are observed to decline at a steady rate of approximately 5 cm/hr between 5 and 24 hours. Projection of the drawdown trend on a semi-logarithmic plot indicates that pumping at this rate could continue for approximately one more day before water levels reach the lowest recommended pumping level of 10.7 m (35 ft) below top of casing.
Water level recovery following the various pumping tests was quite strong. Following both step tests, water levels recovered to 90% of pre-test levels within 5 minutes, and 95% recovery was attained after 60 minutes. January 2012 16 Lillooet 300mm Seton Fan Wells 11-030-01
Table 5.1 Drawdown and Specific Capacity Summary for Well 1 Testing Step/Test % Available Flow Rate Duration Drawdown Specific Capacity Drawdown Used L/sec US gpm minutes metres feet L/s/m US gpm/ft Step Test 1 - August 22, 2011 22.05 350 90 3.52 11.55 6.26 30.30 57.8% 31.5 500 90 5.31 17.42 5.93 28.70 87.1% 37.8 600 30 6.38 20.93 5.92 28.67 104.7% Constant Rate Test 1 - August 22, 2011 31.5 500 420 6.33 20.76 4.98 24.08 103.8% Step Test 2 - August 23, 2011 12.6 200 30 1.70 5.58 7.41 35.84 27.9% 15.75 250 30 2.33 7.64 6.76 32.72 38.2% 18.9 300 30 2.93 9.61 6.45 31.22 48.1% 25.2 400 30 4.10 13.45 6.15 29.74 67.3% Constant Rate Test 2 - August 23-24, 2011 25.2 400 1440 5.57 18.27 4.52 21.89 91.4% Note: Available drawdown for Well 1 based on deepest recommended pumping water level. For this calculation, a maximum pumping water level was assumed to be 35 ft TOC (33 ft bgs).
5.3 Well 2 Testing Results During the step test on Well 2, water levels quickly responded to changes in pumping rate, and during the first three steps at up to 31.5 L/s, pumping water levels nearly stabilized. The specific capacities for the first three steps plot on a straight line indicating that laminar flow conditions exist. When the pumping rate was increased to 37.8 L/s, the water level response was much different, and drew down linearly at a rate of 9 cm/min. This response indicates that the aquifer was being stressed at this pumping rate, flow into the well screen is becoming turbulent, and that this pumping rate is nearing the capacity at which the aquifer can transmit water to this well.
Comparison of the specific capacities during the step tests on Well 1 and Well 2 indicate that for a given pumping rate (Figure 5.1), specific capacities at Well 2 are higher indicating a more efficient well and/or aquifer setting. This observation can also be partly attributed to a longer screen assembly with larger openings than in Well 1. At a pumping rate of 600 US gpm, the specific capacities converge to a value of ~30 US gpm/ft, and again this indicates that the upper limit of what the aquifer can transmit to one pumping well is being approached.
During the first constant rate test at 31.5 L/s, a pronounced negative recharge boundary was reached after 40 minutes of pumping (Figure B3). The rate of drawdown increased from ~2 ft/log cycle before the boundary was encountered to ~10 ft/log cycle after the boundary was encountered. This negative boundary is interpreted to be the inland edge of the aquifer or transition of the aquifer materials to finer grained materials. A similar negative boundary was observed during a pumping test on Well 1 at the same pumping rate (Figure A3), but this boundary was not intercepted until approximately 180 minutes January 2012 17 Lillooet 300mm Seton Fan Wells 11-030-01
into the test, indicating that Well 2 could be located closer to the edge of the aquifer than Well 1. At the lower pumping rate of the second test, it took longer for the boundary effect to be reflected in the drawdown response of the well.
Table 5.2 Drawdown and Specific Capacity Summary for Well 2 Testing Step/Test % Available Flow Rate Duration Drawdown Specific Capacity Drawdown Used L/sec US gpm minutes metres feet L/s/m US gpm/ft Step Test - August 24, 2011 12.6 200 60 0.88 2.89 14.30 69.20 12.0% 22.05 350 60 1.77 5.81 12.45 60.24 24.2% 31.5 500 60 2.74 8.99 11.49 55.62 37.5% 37.8 600 30 5.78 18.96 6.54 31.65 79.0% Constant Rate Test 1 - August 24-25, 2011 31.5 500 800 7.04 23.09 4.47 21.65 96.2% Constant Rate Test 2 - August 24-27, 2011 25.2 400 35.8 5.29 17.35 4.76 23.05 72.3%
Figure 5-2 Specific Capacity Comparison during step tests on Seton Fan Wells 1 and 2.
80
70
60
50 Well 1 Well 2 40
30 SpecificCapacity (US gpm/ft)
20 0 100 200 300 400 500 600 700 Pumping Rate (US gpm)
Well 2 was able to sustain a pumping rate of 25.2 L/s (400 US gpm) for 60 hours (Figures B4 and B5). At the end of this test, the pumping water level was 10.35 m below the top of the casing, utilizing approximately 72% of the available drawdown in the well. Projection of pumping water levels on a semi- logarithmic plot indicates that pumping at this rate could theoretically be sustained for 20 days assuming similar field conditions including the lower Seton River level. A noticeable (albeit small) drop in water January 2012 18 Lillooet 300mm Seton Fan Wells 11-030-01
levels was observed at 2,200 minutes into the pumping test, after which the drawdown response continued as before (Figure B5). The cause of this drop is unclear and does not significantly affect our conclusions.
Water level recovery following the various pumping tests was quite strong. Following the first constant rate test, water levels recovered 95% after 60 minutes and fully after 3 hours. Following the second constant rate test, water levels recovered to pre-test levels after 60 minutes.
5.4 Aquifer Properties Aquifer properties were estimated based on the drawdown and recovery responses in both of the tested wells, and the Moench (1997) method for analyzing water level responses in unconfined aquifers was applied. The Aqtesolv modeling program was used for the analysis, and input and output data and graphs are provided in Appendix C.
Transmissivity values estimated from Well 1 and Well 2 are consistent, estimated at 205 m2/day and 308 m2/day, respectively. Using the depth to the bottom of the well screen in each well and the static water level at the time of testing as the aquifer thickness, the hydraulic conductivity of the formation is estimated at 17 m/day and 24 m/day for Wells 1 and 2, respectively.
When compared to aquifer properties estimated from the test well program (Summit 2010), the transmissivity and hydraulic conductivity values do not agree well. In both cases, the values obtained from pumping tests on the test well yield values an order of magnitude greater. The discrepancy is attributed to the fact that aquifer was not sufficiently stressed during the test well program, and the values calculated during testing of the production wells is considered more representative.
5.5 Well Interference Well interference between wells was measured during all pumping tests. For this discussion, we will focus on the data collected during the longer duration tests (24 hour test on Well 1 and 60 hour test on Well 2, both at 400 US gpm).
During both these tests the observed well interference was similar. Pumping of well 1 induced a maximum drawdown 0.45 m at Well 2, and pumping Well 2 induced a drawdown of 0.37 m at Well 1. In both cases, the interference represented 6% of the available drawdown in the non-pumping well.
The pattern of interference was similar to the drawdown in the pumping well, with the largest drop occurring early on followed by a slow, continuous drop for the duration of the test. In the case of the Well 2 test, water levels in Well 1 actually rose slightly late in the test while water levels in the pumping well continued to decline, possibly due to a small rise in Seton River levels.
5.6 Discussion of Short and Long Well Yields The short term and long-term yields of the 300 mm wells depend on several factors, including operating parameters (one well or both wells operating), well interference, and available drawdown. The most significant factor is the available drawdown in the wells which will depend largely on the stage of the nearby Seton River. January 2012 19 Lillooet 300mm Seton Fan Wells 11-030-01
Step testing on both wells showed that neither well can yield 38.5 L/s (600 US gpm) for long periods of time. Pumping at this rate stresses the aquifer significantly, and the data suggests that this is near the upper limit of what the natural aquifer materials can transmit.
Testing data indicate that each well can yield 31.5 L/s (500 US gpm) for several hours when operated independently; for 7 hours in the case of Well 1 and for 12 hours or more in the case of Well 2.
The long-term sustainable yield of community supply wells in B.C. is typically calculated using the method outlined in the Certificate of Public Convenience and Necessity Guidelines (CPCN, Allen et. Al 1999). This method involves projecting theoretical water level drawdown on a semi-logarithmic plot to 100 days, and applying 0.7 safety factor to account for well interference and seasonal changes in water levels. Applying this calculation to the long-term pumping test data at 25.2 L/s (400 US gpm) results in sustainable yields of 12.2 and 14.6 L/s (193 and 232 US gpm) for Wells 1 and 2, respectfully.
The CPCN method is quite conservative, and considering the typical operating sequence of municipal supply wells (periodic pumping at peak times of day as opposed to continuous pumping), the wells will be able to provide more than the CPCN results would indicate. Based on the testing results we conclude that operating alone, either well could produce 31.5 L/s for several hours. If operating simultaneously, a combined yield of 44.4 to 50.4 L/s (700-800 US gpm) should be possible under most water level conditions, with each well operating at between 350 and 400 US gpm. Refer to the Recommendations section of this report for more on recommended operating parameters, rates and controls.
It is important to note that the yield of the new wells is most limited by the available drawdown. When water levels are higher in the Seton River and the aquifer, the wells will be able sustain higher pumping rates. Therefore, pump designs that can take advantage of more optimum head conditions in the aquifer are advisable (see Recommendations).
6. WATER QUALITY Water quality from both 300 mm wells was assessed several times during the respective pumping tests. Samples were also collected from the nearby Seton River for comparison, and from the dug well currently sourced by the campground. Field parameters in groundwater and surface water (temperature, conductivity, REDOX potential and pH) were also measured several times during the testing program. The following samples were collected:
January 2012 20 Lillooet 300mm Seton Fan Wells 11-030-01
Well 1 Water Quality Testing Program Well 1 - 10 hours into CR Test #2 IHA New Source list, MPA sample, aerobic spore, hydrocarbons Well 1 - 20 hours into CR Test #2 Total metals, microbiological Seton River - 10 hours into CR Test #2 cations/anions, total metals, nutrients, microbiological, aerobic spores
Well 2 Water Quality Testing Program Well 2 - 21 hours into CR Test #2 IHA New Source list, MPA sample, aerobic spore, hydrocarbons Well 2 - 32 hours into CR Test #2 total metals Well 2 - 44 hours into CR Test #2 total metals Well 2 - 56 hours into CR Test #2 total metals Seton River - 21 hours into CR Test #2 cations/anions, total metals, nutrients, microbiological, aerobic spores Cayoosh Campground Well - 21 hours in hydrocarbons to CR Test #2
Table 6.1 summarizes the water quality testing results, and complete laboratory reports are provided as in Appendix D.
Water quality from both of the new wells is very good, and meets all Guidelines for Canadian Drinking Water Quality, both health-based Maximum Allowable Concentrations (MACs) and Aesthetic Objectives (AOs). The only exception is that 1 CFU of total coliforms was observed in one of the Well 2 samples. This is believed to be a result of incomplete well disinfection or sampling contamination, and not indicative of bacteria present in the aquifer or being drawn into the well.
The groundwater is characterized as calcium-sulfate bicarbonate type and displays a relatively low level of mineralization. Turbidity levels are low and UV transmittance is high (97%+). Total and dissolved metals concentrations are both very low. Arsenic, a parameter of concern in other deep wells in the Lillooet area, while detectable, was consistently an order of magnitude below its MAC guideline of 0.01 mg/L.
Samples were also collected to determine the potential for disinfection by-products to form. Total organic carbon in samples from Wells 1 and 2 was low (0.7 and 0.6 mg/L respectively). Total Trihalomethanes from a sample dosed with chlorine from Well 1 were reported as 0.012 mg/L and 0.010 mg/L from Well 2, both an order of magnitude below the MAC for THMs of 0.1 mg/L. Total Haloacetic Acids (HAA) results from dosed samples from both were wells were below the MAC value of 0.8 mg/L.
Hydrocarbon parameters (LEPH/HEPH, VPH, PAHs) were analyzed in samples collected from Well 1, Well 2 and the Cayoosh dug well. None of these hydrocarbons were detected in any of the samples.
Table 6. Water Quality Summary Well 1 Well 1 Well 2 Well 2 Seton River 1 Seton River 2 Date Samples Collected Aug-24-2010 Aug-24-2010 Aug-26-2011 Aug-26-2011 Aug-24-2010 Aug-26-2011 Sample Context 10 hr into CR test #2 10 hr into CR test #2 21 hours into CR test 21 hours into CR test during Well 1 tests during well 2 tests Parameter Units GCDWQ pH pH units 7.9 8.1 8.2 7.6 AO = 6.5 - 8.5 Conductivity us/cm 354 328 99 99 ORP mV 219 221 261 250 UV Transmittance %@254nm 97.4 98.4 92.9 93.6 Turbidity NTU 0.3 0.22 0.9 0.6 varies Temperature celsius 10.1 10.2 15.5 14.3 General Parameters and Nutrients Total Dissolved Solids mg/L 254 174 76 54 AO < 500 hardness mg/L 163 145 46.7 45.1 Alkalinity (total) mg/L 148 124 40.2 40.5 Fluoride mg/L <0.10 <0.10 <0.10 <0.10 MAC = 1.5 Nitrate, N mg/L 0.062 0.069 <0.010 0.011 MAC =10 Nitrite, N mg/L <0.01 <0.01 <0.01 <0.01 MAC = 1 Chloride mg/L 7.23 11.3 0.43 0.44 AO < 250 Sulfate mg/L 32.3 31.3 9.7 10.1 AO < 500 Selected Ions and Metals Total Dissolved Total Dissolved Total Total Aluminum mg/L 0.033 0.007 0.015 0.01 0.064 0.08 AO < 0.1 Arsenic mg/L 0.0019 0.0017 0.0017 0.0017 <0.0050 <0.0050 MAC = 0.01 Barium mg/L 0.037 0.036 0.031 0.031 <0.050 <0.050 MAC = 1 Boron mg/L 0.086 0.089 0.059 0.057 <0.040 <0.040 MAC = 5 Copper mg/L 0.0019 0.001 0.0007 0.0006 <0.0020 <0.0020 AO < 1 Iron mg/L 0.05 <0.01 0.02 <0.01 <0.10 <0.10 AO < 0.30 Lead mg/L 0.0003 0.0001 <0.0001 <0.0001 <0.0010 <0.0010 MAC = 0.01 Manganese mg/L 0.0018 0.0004 0.001 0.0003 0.0028 <0.0020 AO < 0.05 Sodium mg/L 11.5 11.6 9.72 9.62 1.92 1.7 AO < 200 Uranium mg/L 0.00038 0.00035 0.00036 0.00036 <0.00020 <0.00020 MAC = 0.02 Zinc mg/L <0.004 0.012 0.005 0.007 <0.040 <0.040 AO < 5 Microbiological Parameters Total Coliforms CFU/100mL <1 1 overgrown 130 MAC < 1 Fecal Coliforms CFU/100mL <1 <1 E. Coli CFU/100mL <1 <1 overgrown 1 MAC < 1 Heterotrophic Plate Count CFU/mL 6 5 Background Colonies CFU/100mL 1 <1 <200 Sulphur Reducing Bacteria CFU/100mL not detected not detected Iron Related Bacteria CFU/100mL detected detected January 2012 22 Lillooet 300mm Seton Fan Wells 11-030-01
7. GWUDI ASSESSMENT In the Summit 2010 groundwater exploration report, a preliminary assessment of wells completed in the Seton Fan aquifer to be considered groundwater under the direct influence of surface water (GWUDI) was completed. The screening followed the protocols of the B.C. Ministry of Environment Draft 5 – Guidance Document for Determining Groundwater at Risk of Containing Pathogens including Groundwater Under the Direct Influence of Surface Water (MOE 2009). The results of the preliminary assessment indicated that the wells were potentially GWUDI for several reasons, including the nature of the aquifer, depth of the well screens, potential for inundation under high river levels and proximity to surface water.
A GWUDI source was deemed acceptable for this project, as a new water treatment plant, ultimately designed to treat surface water, was being constructed and groundwater from the Seton wells would be routed through the treatment system.
As part of production well testing program, a more comprehensive assessment of the wells GWUDI status was completed. The intent of this investigation was not to justify circumvention of water treatment, but to better quantify the risk of the well water containing surface water pathogens.
The GWUDI assessment included a comparison of groundwater and surface water quality, as well as modified Micro-particulate sampling of raw groundwater during the pumping test program.
7.1 Comparison of Groundwater and Surface Water Quality During the August 2011 sampling program, groundwater and surface water signatures were found to be similar with a few exceptions. At the time, turbidity was low and UV transmittance was high in both the surface water and groundwater. pH, and ORP values were similar, and overall, both surface water and groundwater showed low levels of mineralization.
Notable differences in the geochemical signatures include conductivity and hardness, both of which were approximately three times lower in the surface water. Temperature was also a major difference, with surface water temperatures ranging from 14.3 to 15.5 oC, while groundwater temperatures were lower at ~10oC.
Groundwater temperature was also monitored by the submersible transducers during the pumping tests. Figure 7.1 illustrates water level and temperature response in Well 1 during the early part of the pumping tests on Well 2. The figure illustrates that temperature of the groundwater in the aquifer was raised in response to pumping in Well 2, with temperatures rising from approximately 9.6 to 11.5 oC. The temperature rise in interpreted to represent warmer surface water recharging the aquifer in response to pumping, indicating a hydraulic connection between the two.
Microbiological sampling results (total coliform, E.Coli, HPC) for surface water and groundwater showed that during both sampling events, E.Coli was present in the River water as well high levels (130 CFU/100mL to overgrown) of total coliform bacteria. In corresponding samples from the wells there was no E.Coli and no or low levels (1 CFU/100mL) of total coliform bacteria present. As mentioned previously, the presence of total coliform bacteria in the Well 2 sample is likely attributable to incomplete disinfection of the well prior to pump installation. January 2012 23 Lillooet 300mm Seton Fan Wells 11-030-01
Water level and temperature response in Well 1 during pumping tests on Well 2
20.6 14
20.4 12 20.2 10 20
19.8 8
19.6 6
19.4 4 19.2 Depth of water above sensor(feet) Depth of waterabove sensor (feet) 2 19 Water Temperature Groundwater Groundwater temperature (degrees celcius) 18.8 0 0 500 1000 1500 2000 2500 3000 Elapsed time (minutes)
Figure 7.1 Temperature and water level response in Well 1 during pumping tests on Well 2
7.2 Results of modified-MPA Testing Table 7.2 below summarizes the results of the modified MPA testing and the aerobic spore forming bacteria testing. All MPA analysis was completed at Hyperion Research Ltd. in Medicine Hat, AB.
Relatively few particulates were observed in the samples, and Giardia cysts and cryptosporidium oocysts were absent. This result, along with the microbiological testing results support the theory that there is significant filtration occurring in the aquifer and that large diameter pathogens associated with surface water are not making it to the wells.
The results of concurrent aerobic spore sampling in groundwater and surface water are somewhat contradictory. In the Well 1 samples, spores were not detected in either groundwater or surface water. In the Well 2 samples, 158 spores/L were measured while only 41/L were measured in the Seton River sample.
Based on the results, Hyperion Research assigned both Wells 1 and 2 a risk factor of 0 or low, based on the EPA consensus method. Hyperion lab reports are provided in Appendix D. January 2012 24 Lillooet 300mm Seton Fan Wells 11-030-01
Table 7.1 Modified MPA Testing Results Well 1 Well 2 Water Filtered 127 L 127 L Particulates (total count) Diatoms 0 0 other algae 0 0 insects/larvae 0 0 Rotifers 0 0 plant debris 0 1 Pollen 0 2 Nematodes 0 0 Crustacean 0 0 ciliates/flagellates 0 0 other algae 0 0 Giardia and Cryptosporidium Results Giardia cysts 0.0/100L 0.0/100L Cryptosporidoum oocysts 0.0/100L 0.0/100L Aerobic spore forming bacteria In Groundwater 0 / L 158 / L In Seton River Water 0 / L 41 / L
Overall Risk Factor 0 (low risk) 0 (low risk)
7.3 Discussion The results of the GWUDI assessment are not consistent between the two wells, which are completed at similar depths and at similar distance from the Seton River. The signatures of groundwater and surface water which can be distinguished based on geochemistry, the low numbers of particles counted in modified MPA samples and lack of or very low counts of bacteria in the groundwater indicate significant filtration in the subsurface. Other factors, such as the presence of aerobic spores in Well 2 water and most notably, the observed rise in groundwater temperature in response to pumping indicate a strong hydraulic connection.
In considering these results it is important to examine the timing of the sampling. In August of 2011 the Seton River was approximately 30 m from the wells at its closest point. Under higher water conditions, the Seton River may migrate to within 5 m of the well heads or even closer under flood conditions. Under high water conditions the recharge mechanisms to the wells would change as would travel times (would become shorter), and the potential for unimpeded migration of surface water pathogens towards the wells would increase.
With all of these factors mind, we would err on the side of caution and recommend that the wells be considered GWUDI. Considering that a 4-3-2-1-0 compliant treatment plant is being constructed anyway for the eventual shift to sourcing surface water, we recommend that all water produced by the wells should be routed through the new water treatment plant prior to distribution. January 2012 25 Lillooet 300mm Seton Fan Wells 11-030-01
8. SOURCE PROTECTION CONSIDERATIONS In the Summit 2010 report, a preliminary source protection assessment was also completed using the MOE Draft 5 Guidance Document as a guide. The well sources were found to be at a moderate risk of containing pathogens (GWAR – Groundwater at Risk), due primarily to the potential for the well sites to be inundated under high river level conditions. A recommendation of the Summit 2010 report was to have a flood risk analysis study commissioned, which was subsequently completed in 2011 by BC Rivers Consulting. Hydrologic analysis indicated that a 200-year flood elevation at the well site is 198.2 m asl. It is our understanding that the area around the well heads will be raised to above this level, and the well casings will be extended to at least 0.3 m above the new grade in compliance with the B.C. Groundwater Protection Regulation. The annular surface seal should be extended to the new ground surface during construction, and concerns over inundation of the wells heads will largely be alleviated. As mentioned previously, the DoL will eventually transition to a surface water source, so in the unlikely event that the well heads are ever inundated, alternate water sources will be available and the wells can be temporarily shut down.
Land use in the area around the new Seton Fan wells is primarily low risk with seasonal use of the small campground. There are two septic systems located in the campground: one small system servicing only the caretaker residence and a larger system servicing the campground showers and washrooms and patron sani-dump. The location of both septic systems in relation to the wells is shown on Figure 2.2. The closest of the two septic systems is the caretaker system which is located approximately 75 m northwest of the well sites. Based on borehole drilling and our hydrogeologic model for the site, the campground septic systems are not located above the Seton Fan aquifer, and effluent discharged to- ground does not flow directly into the aquifer sourced by the wells. The septic systems are located above fine grained silty deposits with low hydraulic conductivities and the risk associated with septic effluent disposal at the site is not high. Review of groundwater quality samples collected from the new wells does indicate low levels of nitrate present (0.062-0.069 mg/L). The concentration of nitrate is well below the MAC guideline of 10 mg/L and at the levels observed, not necessarily an indication of septic effluent or another specific anthropogenic source.
Land-use further up-gradient (west) of the Cayoosh Creek Campground was also investigated and there are several current or former industrial operations located on the north bank of the Seton River (Figure 8.1). A search of the Site Registry database of contaminated sites indicated that two potentially contaminated properties (Site IDs 12511 and 9045) were reported and located approximately 200 m southwest of well sites. Both of these sites were former gasoline/diesel fuel cardlock facilities, both of which have subsequently been decommissioned. The Site Registry reports for both sites provided very little information on the status of the properties, and only indicated that underground fuel storage tanks (USTs) were present on both properties. A local contractor and longtime resident of Lillooet reported that remediation activities had been completed at the sites, all USTs were removed some contaminated soil had been removed from the site (Grossler, D., pers. comm. 2010).
January 2012 26 Lillooet 300mm Seton Fan Wells 11-030-01
January 2012 27 Lillooet 300mm Seton Fan Wells 11-030-01
The Ministry of Environment contacts listed on the Site Registry report were contacted by Ryan Rhodes, P.Geo and Rob Fleming of the Interior Health Authority to request more information on the status of the former cardlock sites but were not provided with any additional information. We will continue to work with IHA to attempt to obtain information on the former cardlock sites in 2012 by requesting information directly from the property owner.
Based on the hydrogeologic setting of the well site and relative location of the former cardlock site, we believe there is a low potential for hydrocarbons (if present) to impact the new 300 mm wells. Test well drilling at location BH1, approximately midway between the wells and the cardlock sites did not encounter a shallow aquifer, and there does not appear to be a direct pathway (in a shallow aquifer) connecting the two locations. Hydrocarbon sampling of the test wells in 2010 and the 300 mm wells in 2011 showed no detectable petroleum hydrocarbons in the groundwater. Further, in 2011 the campground domestic well which is located upstream of the 300 mm wells and closer to the former cardlocks was also sampled for hydrocarbons which were not detected.
9. CONCLUSIONS
C1 Two new 300 mm diameter wells have been completed in the Cayoosh Creek Campground (Well 1 WTN17886 and Well 2 WTN 17887). These wells were drilled and developed using the cable tool method, and construction details and an as-built diagram are provided in this report.
C2 The wells are completed in a shallow, unconfined aquifer associated with scour and alluvial deposits of the Seton River. This aquifer has limited areal extent and is believed to be in direct hydraulic connection with and recharged by the nearby Seton River. This aquifer is not yet mapped by the Province of B.C. and is not the same as the deeper mapped aquifer 324IIIC which is sourced by the other District of Lillooet wells.
C3 Static and pumping water levels in the wells are linked to the water level in the Seton River. As such, the single and combined yields possible from the wells will vary throughout the year, with higher yields possible under high river level conditions.
C4 Based on the results of the testing program and a review of the local hydrology, we conclude that the wells should be capable of a combined 44.4 to 50.4 L/s (700-800 US gpm) under most water level conditions, with each well operating at between 350 and 400 US gpm. A higher combined yield should be possible when aquifer levels are higher than when tested in late August 2011.
C5 Water quality was assessed and the groundwater quality is very good, meeting all Guidelines for Canadian Drinking water Quality. Arsenic, a parameter of concern in other deeper wells operated by the District of Lillooet does not appear to be a concern in the new wells. January 2012 28 Lillooet 300mm Seton Fan Wells 11-030-01
C6 An assessment of whether the wells should be considered under the direct influence of surface water (GWUDI) was completed. Based on the results, we recommend the wells be considered GWUDI and treated as such.
C7 A preliminary source protection assessment was completed, building on previous works. The largest threat to the wells is that they are likely GWUDI, which is being addressed through the construction of a new 4-3-2-1-0 water treatment system. Other potential source protection issues were identified and include nearby septic systems and former fuel cardlock facilities. Based on the nature of the aquifer and the hydrogeologic regime, these potential contamination sources are deemed to pose a low risk to the new wells.
10. RECOMMENDATIONS
R1 To mitigate the risk of potential flooding in the area of the well heads, the ground around the wellheads should be raised and the well casings should be extended to a minimum of 0.3 m above the new grade. Elevations for these works should be based on the flood risk assessment report completed by BC Rivers Consulting (2011). When the ground surface is raised, the annular surface seal around the well casings should be extended to the new ground surface.
R2 Because available drawdown in the wells is a limiting factor to well yield, the submersible pumps selected for permanent installation should have as low of a net positive suction head (NPSH) requirement as possible. Permanent pumps should be installed as deep as possible in each well, with pump motors installed 0.1 m above the figure-k packer in each well. Pump designs should also consider the possibility of varying head conditions to enable the District to take advantage of higher head conditions with pumps that can deliver more water (using the guidelines provided below) when there is more head available in the aquifer.
R3 Based on the testing data, we recommend the following operating parameters for the first year of system operation:
• A maximum short term pumping rate of 28.4 L/s (450 US gpm) from either well when operating alone for up to 5 hours. • A maximum pumping rate of 22.1 L/s (350 US gpm) from Well 1 and 25.2 L/s (400 US gpm) from Well 2 when operating together.
R4 Each well should be equipped with a submersible pressure transducer so that pumping and static water levels can be monitored. This will provide valuable information about the well yields possible under varying water levels. We recommend that a hydrogeologist be retained during the first year of operation to review this data and provide revised recommendations for operating parameters. A system to monitor changes in Seton River level should also be incorporated into the well operations plan so that periods where well production might be constrained can be adequately anticipated and managed. A dialogue with the operator of the January 2012 29 Lillooet 300mm Seton Fan Wells 11-030-01
Seton Lake dam should be initiated so that notice of planned changes in Seton River discharge can be communicated to the DoL.
R5 Because the level of the Seton River is controlled by a dam, changes in River and aquifer levels may occur quickly and without warning. Each well should also be equipped with either a low level shutoff or water level based control system which would either shut-off the well or reduce the pumping rate in response to lowering water levels.
R6 Following installation of the permanent pumps and prior to connection to the distribution system, the wells should be pumped to waste for several days if possible as a final measure of well development. Sand production throughout this pumping should periodically be monitored. If possible, an Imhoff cone should be installed near the well head, or if not available, less accurate measurements of sand production can be made by periodically filling a five gallon pail from the discharge and measuring the sand collected.
R7 Following completion of the new distribution system, the existing campground domestic well should be properly abandoned. The status of the former District-operated dug wells/infiltration galleries located upstream of the campground should also be confirmed, and the wells abandoned if not intended for future use.
January 2012 30 Lillooet 300mm Seton Fan Wells 11-030-01
REFERENCES Allen, D., A. Badry, B. Ingimundson, G. Wendling, B. Worobets, and N. Morrison. 1999. Evaluating long-term well capacity for a Certificate of Public Convenience and Necessity. Water Management Branch, B.C. Ministry of Environment, Land and Parks. Victoria.
British Columbia Ministry of Environment (MoE). 2011. Water Resources Atlas accessed on- line at: http://www.env.gov.bc.ca/wsd/data_searches/wrbc/
BC Rivers Consulting 2011. Recommended flood construction levels for the new water treatment plant in Lillooet for the 50, 100, and 200 year floods on the Fraser River. Prepared for TRUE Consulting Group, July 2011.
Grossler, Doug. Personal communications with Ryan Rhodes, P.Geo. September 2010.
Health Canada 2011. Guidelines for Canadian Drinking Water Quality. http://www.hc-sc.gc.ca/ewh-semt/pubs/water-eau/sum_guide-res_recom/index-eng.php
Ministry of Environment (MOE) 2009. DRAFT 5: Guidance document for determining ground water at risk of containing pathogens including ground water under the direct influence of surface water. Moench, A.F., 1997. Flow to a well of finite diameter in a homogeneous, anisotropic water table aquifer, Water Resources Research, vol. 33, no. 6, pp. 1397-1407. Summit Environmental Consultants Inc. 2010. Final Report: District of Lillooet Seton River Fan Groundwater Exploration Program. Report reference No. 2010-8304.020 prepared for TRUE Consulting Group, November 2010.
Western Water Associates Ltd. Standard Report Limitations
1. This Document has been prepared for the particular purpose outlined in the work scope that has been mutually agreed to with the Client. 2. The scope and the period of service provided by Western Water Associates Ltd are subject to restrictions and limitations outlined in subsequent numbered limitations. 3. A complete assessment of all possible conditions or circumstances that may exist at the Site or within the Study Area referenced, has not been undertaken. Therefore, if a service is not expressly indicated, it has not been provided and if a matter is not addressed, no determination has been made by Western Water Associates Ltd. in regards to it. 4. Conditions may exist which were undetectable given the limited nature of the enquiry that Western Water Associates Ltd. was retained to undertake with respect to the assignment. Variations in conditions may occur between investigatory locations, and there may be special conditions pertaining to the Site, or Study Area, which have not been revealed by the investigation and which have not therefore been taken into account in the Document. Accordingly, additional studies and actions may be required. 5. In addition, it is recognised that the passage of time affects the information and assessment provided in this Document. Western Water Associates Ltd’s opinions are based upon information that existed at the time of the production of the Document. It is understood that the Services provided allowed Western Water Associates Ltd to form no more than an opinion of the actual conditions of the Site, or Study Area, at the time the site was visited and cannot be used to assess the effect of any subsequent changes in the quality of the Site, or Study Area, nor the surroundings, or any laws or regulations. 6. Any assessments made in this Document are based on the conditions indicated from published sources and the investigation described. No warranty is included, either expressed or implied, that the actual conditions will conform exactly to the assessments contained in this Document. 7. Where data supplied by the Client or other external sources, including previous site investigation data, have been used, it has been assumed that the information is correct unless otherwise stated. 8. No responsibility is accepted by Western Water Associates Ltd for incomplete or inaccurate data supplied by others. 9. The Client acknowledges that Western Water Associates Ltd may have retained sub- consultants affiliated to provide Services. Western Water Associates Ltd will be fully responsible to the Client for the Services and work done by all of its sub-consultants and subcontractors. The Client agrees that it will only assert claims against and seek to recover losses, damages or other liabilities from Western Water Associates Ltd. 10. This Document is provided for sole use by the Client and is confidential to it and its professional advisers. No responsibility whatsoever for the contents of this Document will be accepted to any person other than the Client. Any use which a third party makes of this Document, or any reliance on or decisions to be made based on it, is the responsibility of such third parties. Western Water Associates Ltd. accepts no responsibility for damages, if any, suffered by any third party as a result of decisions made or actions based on this Document.
Appendix A Grain Size Analysis Field Particle Size Analysis Project No. 11-030-01
Client: District of Lillooet/TRUE ALL MATERIAL >160 Material EXCLUDED Nominal Nominal aperture Sieve Sediment aperture Slot Size Sieve Fraction Cumulative % Sediment size Mesh Slot Size Fraction Cumulative Location: Seton Fan Type size (mm) Mesh Size Range Retained Retained Type (mm) Size Range Retained % Retained Location On Site: Weight (g) % Wt. % Weight (g) % Wt. % Borehole Name: well 1 12" Gravel 3.35 5 160 46 7% 7% Gravel 3.35 5 160 46 0% Sample depth (bgs) ft (m) 37-39 ft Coarse Sand 2 8 94 8 1% 8% Coarse Sand 2 8 94 8 1% 1% Date/ Time: 28-Jul-11 Medium Sand 1.7 10 80 9 1% 9% Medium Sand 1.7 10 80 9 1% 3% Field soil description/notes: Medium Sand 1.4 12 66 8 1% 11% Medium Sand 1.4 12 66 8 1% 4% Medium Sand 1 16 47 12 2% 12% Medium Sand 1 16 47 12 2% 6% Uniformity Coefficient (read from graph) Medium Sand 0.85 18 33 11 2% 14% Medium Sand 0.85 18 33 11 2% 8% All material exclude >160 slot Fine Sand 0.43 35 23 32 5% 19% Fine Sand 0.43 35 23 32 5% 13% d40 (40% retained) 180 30 Fine Sand 0.35 45 17 123 18% 37% Fine Sand 0.35 45 17 123 20% 33% d90 (90% retianed) 8 6 10 303 45% 83% 10 303 49% 81% Uniformity Coefficient 22.5 5.0 Fine Sand <10 117 17% 100% Fine Sand <10 117 19% 100% Lower values indicate more uniform grading (good sorting) Total 669 Total 623 Only really practical when result is less than 5
Sample Mass Distribution Cumulative Percent Retained (All Material) Cumulative Percent Retained (Exclude >160) 100% 100% 90% 90% 350 80% 80% 70% 300 70% 60% 250 60% 50% 50% 200 40% 40% 30% Mass(g) 150 30%
Cumulative PercentRetained (%) 20% 100 Cumulative PercentRetained (%) 20% 10% 10% 50 0% 160 94 80 66 47 33 23 17 10 <10 0% 0 94 80 66 47 33 23 17 10 <10 Slot Size Slot Size 160 94 80 66 47 33 23 17 10 <10 Slot Size Field Particle Size Analysis Project No. 11-030-01
Client: District of Lillooet/TRUE ALL MATERIAL >160 Material EXCLUDED Nominal Nominal aperture Sieve Sediment aperture Slot Size Sieve Fraction Cumulative % Sediment size Mesh Slot Size Fraction Cumulative Location: Seton Fan Type size (mm) Mesh Size Range Retained Retained Type (mm) Size Range Retained % Retained Location On Site: Weight (g) % Wt. % Weight (g) % Wt. % Borehole Name: well 1 12" Gravel 3.35 5 160 441 42% 42% Gravel 3.35 5 160 441 0% Sample depth (bgs) ft (m) 41-43 ft Coarse Sand 2 8 94 208 20% 62% Coarse Sand 2 8 94 208 35% 35% Date/ Time: 28-Jul-11 Medium Sand 1.7 10 80 91 9% 71% Medium Sand 1.7 10 80 91 15% 50% Field soil description/notes: Medium Sand 1.4 12 66 45 4% 75% Medium Sand 1.4 12 66 45 8% 57% Medium Sand 1 16 47 45 4% 80% Medium Sand 1 16 47 45 8% 65% Uniformity Coefficient (read from graph) Medium Sand 0.85 18 33 23 2% 82% Medium Sand 0.85 18 33 23 4% 69% All material exclude >160 slot Fine Sand 0.43 35 23 29 3% 85% Fine Sand 0.43 35 23 29 5% 74% d40 (40% retained) 180 30 Fine Sand 0.35 45 17 29 3% 88% Fine Sand 0.35 45 17 29 5% 78% d90 (90% retianed) 8 6 10 80 8% 95% 10 80 13% 92% Uniformity Coefficient 22.5 5.0 Fine Sand <10 49 5% 100% Fine Sand <10 49 8% 100% Lower values indicate more uniform grading (good sorting) Total 1040 Total 599 Only really practical when result is less than 5
Sample Mass Distribution Cumulative Percent Retained (All Material) Cumulative Percent Retained (Exclude >160) 100% 100% 90% 90% 500 80% 80% 450 70% 70% 400 60% 60% 350 50% 300 50% 40% 250 40% 30% Mass(g) 200 30%
Cumulative PercentRetained (%) 20%
150 Cumulative PercentRetained (%) 20% 10% 100 10% 0% 50 160 94 80 66 47 33 23 17 10 <10 0% 0 94 80 66 47 33 23 17 10 <10 Slot Size Slot Size 160 94 80 66 47 33 23 17 10 <10 Slot Size Field Particle Size Analysis Project No. 11-030-01
Client: District of Lillooet/TRUE ALL MATERIAL >160 Material EXCLUDED Nominal Nominal aperture Sieve Sediment aperture Slot Size Sieve Fraction Cumulative % Sediment size Mesh Slot Size Fraction Cumulative Location: Seton Fan Type size (mm) Mesh Size Range Retained Retained Type (mm) Size Range Retained % Retained Location On Site: Weight (g) % Wt. % Weight (g) % Wt. % Borehole Name: well 1 12" Gravel 3.35 5 160 80 8% 8% Gravel 3.35 5 160 80 0% Sample depth (bgs) ft (m) 45-47 ft Coarse Sand 2 8 94 43 4% 12% Coarse Sand 2 8 94 43 5% 5% Date/ Time: 28-Jul-11 Medium Sand 1.7 10 80 26 3% 15% Medium Sand 1.7 10 80 26 3% 7% Field soil description/notes: Medium Sand 1.4 12 66 23 2% 17% Medium Sand 1.4 12 66 23 2% 10% Medium Sand 1 16 47 33 3% 20% Medium Sand 1 16 47 33 3% 13% Uniformity Coefficient (read from graph) Medium Sand 0.85 18 33 29 3% 23% Medium Sand 0.85 18 33 29 3% 16% All material exclude >160 slot Fine Sand 0.43 35 23 63 6% 29% Fine Sand 0.43 35 23 63 7% 23% d40 (40% retained) 180 30 Fine Sand 0.35 45 17 136 13% 42% Fine Sand 0.35 45 17 136 14% 37% d90 (90% retianed) 8 6 10 404 39% 82% 10 404 43% 80% Uniformity Coefficient 22.5 5.0 Fine Sand <10 188 18% 100% Fine Sand <10 188 20% 100% Lower values indicate more uniform grading (good sorting) Total 1025 Total 945 Only really practical when result is less than 5
Sample Mass Distribution Cumulative Percent Retained (All Material) Cumulative Percent Retained (Exclude >160) 100% 100% 90% 90% 450 80% 80% 400 70% 70% 350 60% 60% 300 50% 50% 250 40% 40% 200 30% Mass(g) 30%
150 Cumulative PercentRetained (%) 20% Cumulative PercentRetained (%) 20% 10% 100 10% 0% 50 160 94 80 66 47 33 23 17 10 <10 0% 0 94 80 66 47 33 23 17 10 <10 Slot Size Slot Size 160 94 80 66 47 33 23 17 10 <10 Slot Size Field Particle Size Analysis Project No. 11-030-01
Client: District of Lillooet/TRUE ALL MATERIAL >160 Material EXCLUDED Nominal Nominal aperture Sieve Sediment aperture Slot Size Sieve Fraction Cumulative % Sediment size Mesh Slot Size Fraction Cumulative % Location: Seton Fan Type size (mm) Mesh Size Range Retained Retained Type (mm) Size Range Retained Retained Location On Site: Weight (g) % Wt. % Weight (g) % Wt. % Borehole Name: well 1 12" Gravel 3.35 5 160 157 13% 13% Gravel 3.35 5 160 157 0% Sample depth (bgs) ft (m) 47-49 Coarse Sand 2 8 94 116 10% 23% Coarse Sand 2 8 94 116 11% 11% Date/ Time: 28-Jul-11 Medium Sand 1.7 10 80 82 7% 30% Medium Sand 1.7 10 80 82 8% 19% Field soil description/notes: Medium Sand 1.4 12 66 55 5% 35% Medium Sand 1.4 12 66 55 5% 25% Medium Sand 1 16 47 60 5% 40% Medium Sand 1 16 47 60 6% 31% Uniformity Coefficient (read from graph) Medium Sand 0.85 18 33 38 3% 43% Medium Sand 0.85 18 33 38 4% 34% All material exclude >160 slot Fine Sand 0.43 35 23 65 6% 49% Fine Sand 0.43 35 23 65 6% 41% d40 (40% retained) 180 30 Fine Sand 0.35 45 17 104 9% 57% Fine Sand 0.35 45 17 104 10% 51% d90 (90% retianed) 8 6 10 391 33% 90% 10 391 38% 89% Uniformity Coefficient 22.5 5.0 Fine Sand <10 113 10% 100% Fine Sand <10 113 11% 100% Lower values indicate more uniform grading (good sorting) Total 1181 Total 1024 Only really practical when result is less than 5
Sample Mass Distribution Cumulative Percent Retained (All Material) Cumulative Percent Retained (Exclude >160) 100% 100% 90% 90% 450 80% 80% 400 70% 70% 350 60% 60% 300 50% 50% 250 40% 40% 200 30% Mass Mass (g) 30%
150 Cumulative Percent Retained (%) 20%
Cumulative Cumulative Percent Retained (%) 20% 10% 100 10% 0% 50 160 94 80 66 47 33 23 17 10 <10 0% 94 80 66 47 33 23 17 10 <10 0 Slot Size Slot Size 160 94 80 66 47 33 23 17 10 <10 Slot Size Field Particle Size Analysis Project No. 11-030-01
Client: District of Lillooet/TRUE ALL MATERIAL >160 Material EXCLUDED Nominal Nominal aperture Sieve Sediment aperture Slot Size Sieve Fraction Cumulative % Sediment size Mesh Slot Size Fraction Cumulative Location: Seton Fan Type size (mm) Mesh Size Range Retained Retained Type (mm) Size Range Retained % Retained Location On Site: Weight (g) % Wt. % Weight (g) % Wt. % Borehole Name: well 2 12" Gravel 3.35 5 160 301 30% 30% Gravel 3.35 5 160 301 0% Sample depth (bgs) ft (m) 45-47' Coarse Sand 2 8 94 164 17% 47% Coarse Sand 2 8 94 164 24% 24% Date/ Time: 08-Aug-11 Medium Sand 1.7 10 80 94 10% 57% Medium Sand 1.7 10 80 94 14% 38% Field soil description/notes: Medium Sand 1.4 12 66 54 5% 62% Medium Sand 1.4 12 66 54 8% 45% Medium Sand 1 16 47 63 6% 68% Medium Sand 1 16 47 63 9% 55% Uniformity Coefficient (read from graph) Medium Sand 0.85 18 33 37 4% 72% Medium Sand 0.85 18 33 37 5% 60% All material exclude >160 slot Fine Sand 0.43 35 23 59 6% 78% Fine Sand 0.43 35 23 59 9% 68% d40 (40% retained) 180 30 Fine Sand 0.35 45 17 58 6% 84% Fine Sand 0.35 45 17 58 8% 77% d90 (90% retianed) 8 6 10 101 10% 94% 10 101 15% 92% Uniformity Coefficient 22.5 5.0 Fine Sand <10 58 6% 100% Fine Sand <10 58 8% 100% Lower values indicate more uniform grading (good sorting) Total 989 Total 688 Only really practical when result is less than 5
Sample Mass Distribution Cumulative Percent Retained (All Material) Cumulative Percent Retained (Exclude >160) 100% 100% 90% 90% 350 80% 80% 70% 300 70% 60% 250 60% 50% 50% 200 40% 40% 30% Mass(g) 150 30%
Cumulative PercentRetained (%) 20% 100 Cumulative PercentRetained (%) 20% 10% 10% 50 0% 160 94 80 66 47 33 23 17 10 <10 0% 0 94 80 66 47 33 23 17 10 <10 Slot Size Slot Size 160 94 80 66 47 33 23 17 10 <10 Slot Size Field Particle Size Analysis Project No. 11-030-01
Client: District of Lillooet/TRUE ALL MATERIAL >160 Material EXCLUDED Nominal Nominal aperture Sieve Sediment aperture Slot Size Sieve Fraction Cumulative % Sediment size Mesh Slot Size Fraction Cumulative Location: Seton Fan Type size (mm) Mesh Size Range Retained Retained Type (mm) Size Range Retained % Retained Location On Site: Weight (g) % Wt. % Weight (g) % Wt. % Borehole Name: well 2 12" Gravel 3.35 5 160 473 42% 42% Gravel 3.35 5 160 473 0% Sample depth (bgs) ft (m) 47-49' Coarse Sand 2 8 94 102 9% 51% Coarse Sand 2 8 94 102 16% 16% Date/ Time: 08-Aug-11 Medium Sand 1.7 10 80 60 5% 57% Medium Sand 1.7 10 80 60 9% 25% Field soil description/notes: Medium Sand 1.4 12 66 38 3% 60% Medium Sand 1.4 12 66 38 6% 31% Medium Sand 1 16 47 46 4% 64% Medium Sand 1 16 47 46 7% 38% Uniformity Coefficient (read from graph) Medium Sand 0.85 18 33 31 3% 67% Medium Sand 0.85 18 33 31 5% 43% All material exclude >160 slot Fine Sand 0.43 35 23 62 6% 73% Fine Sand 0.43 35 23 62 10% 52% d40 (40% retained) 180 30 Fine Sand 0.35 45 17 76 7% 79% Fine Sand 0.35 45 17 76 12% 64% d90 (90% retianed) 8 6 10 176 16% 95% 10 176 27% 91% Uniformity Coefficient 22.5 5.0 Fine Sand <10 55 5% 100% Fine Sand <10 55 9% 100% Lower values indicate more uniform grading (good sorting) Total 1119 Total 646 Only really practical when result is less than 5
Sample Mass Distribution Cumulative Percent Retained (All Material) Cumulative Percent Retained (Exclude >160) 100% 100% 90% 90% 500 80% 80% 450 70% 70% 400 60% 60% 350 50% 300 50% 40% 250 40% 30% Mass(g) 200 30%
Cumulative PercentRetained (%) 20%
150 Cumulative PercentRetained (%) 20% 10% 100 10% 0% 50 160 94 80 66 47 33 23 17 10 <10 0% 0 94 80 66 47 33 23 17 10 <10 Slot Size Slot Size 160 94 80 66 47 33 23 17 10 <10 Slot Size Field Particle Size Analysis Project No. 11-030-01
Client: District of Lillooet/TRUE ALL MATERIAL >160 Material EXCLUDED Nominal Nominal aperture Sieve Sediment aperture Slot Size Sieve Fraction Cumulative % Sediment size Mesh Slot Size Fraction Cumulative Location: Seton Fan Type size (mm) Mesh Size Range Retained Retained Type (mm) Size Range Retained % Retained Location On Site: Weight (g) % Wt. % Weight (g) % Wt. % Borehole Name: well 2 12" Gravel 3.35 5 160 500 58% 58% Gravel 3.35 5 160 500 0% Sample depth (bgs) ft (m) 49-54 Coarse Sand 2 8 94 33 4% 62% Coarse Sand 2 8 94 33 9% 9% Date/ Time: 08-Aug-11 Medium Sand 1.7 10 80 9 1% 63% Medium Sand 1.7 10 80 9 2% 12% Field soil description/notes: Medium Sand 1.4 12 66 4 0% 63% Medium Sand 1.4 12 66 4 1% 13% Medium Sand 1 16 47 7 1% 64% Medium Sand 1 16 47 7 2% 15% Uniformity Coefficient (read from graph) Medium Sand 0.85 18 33 4 0% 65% Medium Sand 0.85 18 33 4 1% 16% All material exclude >160 slot Fine Sand 0.43 35 23 27 3% 68% Fine Sand 0.43 35 23 27 7% 23% d40 (40% retained) 180 30 Fine Sand 0.35 45 17 50 6% 74% Fine Sand 0.35 45 17 50 14% 37% d90 (90% retianed) 8 6 10 191 22% 96% 10 191 53% 90% Uniformity Coefficient 22.5 5.0 Fine Sand <10 36 4% 100% Fine Sand <10 36 10% 100% Lower values indicate more uniform grading (good sorting) Total 861 Total 361 Only really practical when result is less than 5
Sample Mass Distribution Cumulative Percent Retained (All Material) Cumulative Percent Retained (Exclude >160) 100% 100% 90% 90% 600 80% 80% 70% 500 70% 60% 60% 400 50% 50% 40% 300 40% 30% Mass(g) 30%
200 Cumulative PercentRetained (%) 20% Cumulative PercentRetained (%) 20% 10% 10% 100 0% 160 94 80 66 47 33 23 17 10 <10 0% 0 94 80 66 47 33 23 17 10 <10 Slot Size Slot Size 160 94 80 66 47 33 23 17 10 <10 Slot Size
Appendix B Well Logs
Appendix C Pumping Test Data and Graphs Table A1 Seton Fan 300 mm Production Well 1 - First Step Test Robbins Drilling WPN17886 Project 11-030-01 Total depth 54 ft bgs (56 ft TOC) Pump Test Pump intake 38 ft (TOC)
22-Aug-11 DTW = depth to water from top of casing TOC = 2ft > ground Time Elapsed DTW (Feet TOC) Drawdown (Feet) DTW (m) Drawdown (metres) Pumping Rate 0 14.96 0.00 4.56 0.00 350 US gpm 1 26.90 11.94 8.20 3.64 350 US gpm 2 28.54 13.58 8.70 4.14 350 US gpm 3 26.11 11.15 7.96 3.40 350 US gpm 4 25.81 10.86 7.87 3.31 350 US gpm 5 25.75 10.79 7.85 3.29 350 US gpm 6 25.75 10.79 7.85 3.29 350 US gpm 8 25.76 10.81 7.86 3.30 350 US gpm 10 25.81 10.86 7.87 3.31 350 US gpm 12 25.85 10.89 7.88 3.32 350 US gpm 15 25.91 10.96 7.90 3.34 350 US gpm 17 25.91 10.96 7.90 3.34 350 US gpm 20 25.94 10.99 7.91 3.35 350 US gpm 25 26.01 11.05 7.93 3.37 350 US gpm 30 26.08 11.12 7.95 3.39 350 US gpm 35 26.11 11.15 7.96 3.40 350 US gpm 40 26.14 11.18 7.97 3.41 350 US gpm 45 26.21 11.25 7.99 3.43 350 US gpm 50 26.24 11.28 8.00 3.44 350 US gpm 60 26.31 11.35 8.02 3.46 350 US gpm 70 26.37 11.41 8.04 3.48 350 US gpm 80 26.44 11.48 8.06 3.50 350 US gpm 90 26.50 11.55 8.08 3.52 350 US gpm 91 28.21 13.25 8.60 4.04 500 US gpm 92 30.50 15.55 9.30 4.74 500 US gpm 93 31.23 16.27 9.52 4.96 500 US gpm 94 31.46 16.50 9.59 5.03 500 US gpm 95 31.59 16.63 9.63 5.07 500 US gpm 96 31.68 16.73 9.66 5.10 500 US gpm 98 31.75 16.79 9.68 5.12 500 US gpm 100 31.78 16.83 9.69 5.13 500 US gpm 102 31.82 16.86 9.70 5.14 500 US gpm 105 31.87 16.91 9.72 5.16 500 US gpm 107 31.88 16.92 9.72 5.16 500 US gpm 110 31.91 16.96 9.73 5.17 500 US gpm 115 31.98 17.02 9.75 5.19 500 US gpm 120 31.98 17.02 9.75 5.19 500 US gpm 125 32.01 17.06 9.76 5.20 500 US gpm 130 32.01 17.06 9.76 5.20 500 US gpm 140 32.08 17.12 9.78 5.22 500 US gpm 150 32.09 17.14 9.79 5.23 500 US gpm 160 32.24 17.29 9.83 5.27 500 US gpm 170 32.31 17.35 9.85 5.29 500 US gpm 180 32.37 17.42 9.87 5.31 500 US gpm 181 34.28 19.32 10.45 5.89 600 US gpm 182 35.26 20.30 10.75 6.19 600 US gpm 183 35.46 20.50 10.81 6.25 600 US gpm
Page 1 Time Elapsed DTW (Feet TOC) Drawdown (Feet) DTW (m) Drawdown (metres) Pumping Rate 184 35.56 20.60 10.84 6.28 600 US gpm 185 35.62 20.66 10.86 6.30 600 US gpm 186 35.69 20.73 10.88 6.32 600 US gpm 188 35.69 20.73 10.88 6.32 600 US gpm 190 35.69 20.73 10.88 6.32 600 US gpm 192 35.69 20.73 10.88 6.32 600 US gpm 195 35.72 20.76 10.89 6.33 600 US gpm 197 35.75 20.80 10.90 6.34 600 US gpm 200 35.75 20.80 10.90 6.34 600 US gpm 205 35.78 20.83 10.91 6.35 600 US gpm 210 35.88 20.93 10.94 6.38 600 US gpm 212 18.43 3.48 5.62 1.06 Recovery 213 17.48 2.53 5.33 0.77 214 17.19 2.23 5.24 0.68 215 17.02 2.07 5.19 0.63 222 16.76 1.80 5.11 0.55 225 16.66 1.71 5.08 0.52 227 16.60 1.64 5.06 0.50 230 16.56 1.61 5.05 0.49 235 16.43 1.48 5.01 0.45 240 16.37 1.41 4.99 0.43 245 16.30 1.34 4.97 0.41 250 16.24 1.28 4.95 0.39 255 16.20 1.25 4.94 0.38 260 16.14 1.18 4.92 0.36 270 16.07 1.12 4.9 0.34
Page 2 Figure A1 - Step Test Hydrograph Seton Fan 300mm Supply Well #1 WPN 17886 - Aug 22, 2011 (350 - 500 - 600 US gpm)
10.0
Static Water Level = 14.23 ft (4.34 m) 15.0
20.0 Q = 350 USgpm Q/s = 30.3 USgpm/ft 25.0 Q = 500 USgpm Q/s = 28.7 USgpm/ft 30.0 Q = 600 USgpm Q/s = 28.7 USgpm/ft 35.0
40.0 k-Packer 39 ft TOC Depth (ft from TOC) from(ft Depth max interference at 45.0 Well 2 = 1.01 ft
50.0 Total depth = 56 ft TOC 55.0
60.0 0 50 100 150 200 250 300
Elapsed Time since Start of Pumping (minutes) Note: All depths from Top of Casing, 2.0 ft above ground surface Table A2 Seton Fan 300 mm Supply Well #1 - Constant Rate Test 500 US gpm WPN17886 Project 11-030-01 Total depth 54 ft bgs (56(15.8 ft TOC) metres) Pump Test Pump intake 38 ft (TOC)
22-Aug-11 DTW = depth to water from top of casing Time Elapsed DTW (Feet TOC) Drawdown (Feet) DTW (m) Drawdown (metres) Pumping Rate 0 16.07 0.00 4.90 0.00 500 US gpm 1 27.22 11.15 8.30 3.40 3 30.24 14.17 9.22 4.32 4 30.70 14.63 9.36 4.46 5 30.90 14.83 9.42 4.52 6 31.09 15.02 9.48 4.58 8 31.26 15.19 9.53 4.63 10 31.32 15.25 9.55 4.65 12 31.39 15.32 9.57 4.67 15 31.46 15.38 9.59 4.69 17 31.49 15.42 9.60 4.70 20 31.52 15.45 9.61 4.71 25 31.65 15.58 9.65 4.75 30 31.72 15.65 9.67 4.77 35 31.75 15.68 9.68 4.78 40 31.85 15.78 9.71 4.81 45 31.88 15.81 9.72 4.82 50 31.91 15.84 9.73 4.83 60 32.01 15.94 9.76 4.86 70 32.14 16.07 9.80 4.90 80 32.24 16.17 9.83 4.93 90 32.34 16.27 9.86 4.96 105 32.50 16.43 9.91 5.01 120 32.70 16.63 9.97 5.07 150 33.06 16.99 10.08 5.18 165 33.23 17.15 10.13 5.23 180 33.36 17.29 10.17 5.27 210 33.65 17.58 10.26 5.36 240 33.98 17.91 10.36 5.46 270 34.28 18.20 10.45 5.55 300 34.70 18.63 10.58 5.68 360 35.33 19.25 10.77 5.87 390 35.78 19.71 10.91 6.01 420 36.83 20.76 11.23 6.33
Page 4 Figure A2 - Constant Rate Test Hydrograph Seton Fan 300 mm Supply Well #1 WPN 17886 Aug 22, 2011 (500 US gpm)
0.0
5.0
10.0
15.0 max drawdown induced on well #2 = 1.5 ft 20.0
Q = 500 USgpm 25.0 Q/s = 24.1 USgpm/ft
30.0
35.0 Depth (ft from TOC) from(ft Depth 40.0 k-Packer 39 ft TOC
45.0
50.0
55.0 Total depth = 56 ft TOC
60.0 0 50 100 150 200 250 300 350 400 450
Elapsed Time since Start of Pumping (minutes) Note: All depths from Top of Casing, 2.0 ft above ground surface Figure A3 - 100-day Projection Constant Rate Test - Aug 22, 2011 Seton Fan 300 mm Supply Well #1 WPN17886 (500 US gpm)
0.0
1 day 100 days 5.0
10.0
15.0
20.0
25.0
30.0
35.0 Depth to Water (ft) Waterto Depth 40.0
45.0
50.0
55.0
60.0 1 10 100 1000 10000 100000 1000000 Time (minutes) Note: All depths from Top of Casing, 2 ft above ground surface Table A3 Seton Fan 300 mm Production Well 1 - Second Step Test Robbins Drilling WPN17886 Project 11-030-01 Total depth 54 ft bgs (56 ft TOC) Pump Test Pump intake 38 ft (TOC)
23-Aug-11 DTW = depth to water from top of casing TOC = 2ft > ground Time Elapsed DTW (Feet TOC) Drawdown (Feet) DTW (m) Drawdown (metres) Pumping Rate 0 15.09 0.00 4.60 0.00 200 US gpm 3 19.81 4.72 6.04 1.44 200 US gpm 4 20.53 5.44 6.26 1.66 200 US gpm 5 20.53 5.44 6.26 1.66 200 US gpm 6 20.53 5.44 6.26 1.66 200 US gpm 8 20.60 5.51 6.28 1.68 200 US gpm 10 20.63 5.54 6.29 1.69 200 US gpm 12 20.66 5.58 6.30 1.70 200 US gpm 15 20.66 5.58 6.30 1.70 200 US gpm 17 20.66 5.58 6.30 1.70 200 US gpm 20 20.66 5.58 6.30 1.70 200 US gpm 25 20.66 5.58 6.30 1.70 200 US gpm 30 20.66 5.58 6.30 1.70 200 US gpm 32 22.30 7.22 6.80 2.20 250 US gpm 33 22.50 7.41 6.86 2.26 250 US gpm 34 22.53 7.45 6.87 2.27 250 US gpm 35 22.57 7.48 6.88 2.28 250 US gpm 36 22.57 7.48 6.88 2.28 250 US gpm 38 22.60 7.51 6.89 2.29 250 US gpm 40 22.63 7.54 6.90 2.30 250 US gpm 42 22.63 7.54 6.90 2.30 250 US gpm 45 22.66 7.58 6.91 2.31 250 US gpm 47 22.66 7.58 6.91 2.31 250 US gpm 50 22.70 7.61 6.92 2.32 250 US gpm 55 22.73 7.64 6.93 2.33 250 US gpm 60 22.73 7.64 6.93 2.33 250 US gpm 61 23.88 8.79 7.28 2.68 350 US gpm 62 24.17 9.09 7.37 2.77 350 US gpm 63 24.34 9.25 7.42 2.82 350 US gpm 64 24.44 9.35 7.45 2.85 350 US gpm 65 24.47 9.38 7.46 2.86 350 US gpm 66 24.47 9.38 7.46 2.86 350 US gpm 68 24.50 9.41 7.47 2.87 350 US gpm 70 24.53 9.45 7.48 2.88 350 US gpm 72 24.57 9.48 7.49 2.89 350 US gpm 75 24.60 9.51 7.50 2.90 350 US gpm 77 24.60 9.51 7.50 2.90 350 US gpm 80 24.63 9.54 7.51 2.91 350 US gpm 85 24.67 9.58 7.52 2.92 350 US gpm 90 24.70 9.61 7.53 2.93 350 US gpm 92 28.08 12.99 8.56 3.96 400 US gpm 93 28.34 13.25 8.64 4.04 400 US gpm 94 28.27 13.19 8.62 4.02 400 US gpm 95 28.24 13.15 8.61 4.01 400 US gpm 96 28.27 13.19 8.62 4.02 400 US gpm 98 28.27 13.19 8.62 4.02 400 US gpm 100 28.31 13.22 8.63 4.03 400 US gpm 102 28.34 13.25 8.64 4.04 400 US gpm 105 28.37 13.28 8.65 4.05 400 US gpm 110 28.47 13.38 8.68 4.08 400 US gpm 115 28.50 13.42 8.69 4.09 400 US gpm 120 28.54 13.45 8.70 4.10 400 US gpm
Page 7 Time Elapsed DTW (Feet TOC) Drawdown (Feet) DTW (m) Drawdown (metres) Pumping Rate 121 21.91 6.82 6.68 2.08 Recovery 122 17.52 2.43 5.34 0.74 123 16.73 1.64 5.10 0.50 124 16.53 1.44 5.04 0.44 125 16.37 1.28 4.99 0.39 126 16.24 1.15 4.95 0.35 128 16.14 1.05 4.92 0.32 130 16.07 0.98 4.90 0.30 132 16.04 0.95 4.89 0.29 135 15.97 0.89 4.87 0.27 137 15.94 0.85 4.86 0.26 140 15.91 0.82 4.85 0.25 145 15.88 0.79 4.84 0.24 150 15.84 0.75 4.83 0.23 155 15.81 0.72 4.82 0.22 160 15.78 0.69 4.81 0.21
Page 8 Figure A4 - Step Test Hydrograph Seton Fan 300 mm Supply Well #1 WPN 17886 Aug 23, 2011 (200 - 250 - 300 - 400 US gpm)
0.0
5.0
10.0
15.0
20.0
25.0 Q = 200 USgpm Q/s = 35.8 USgpm/ft Q = 250 USgpm Q/s = 32.7 USgpm/ft no major drop in specific 30.0 Q = 300 USgpm Q/s = 31.21 USgpm/ft capacity from first step test Q = 400 USgpm 35.0 Q/s = 29.7 USgpm/ft Depth (ft from TOC) from(ft Depth 40.0 k-Packer 39 ft TOC
45.0
50.0
55.0 Total depth = 56 ft TOC
60.0 0 20 40 60 80 100 120 140 160 180
Elapsed Time since Start of Pumping (minutes) Note: All depths from Top of Casing, ~ 2.0 ft above ground surface Table A4 Seton Fan 300 mm Production Well 1 - Constant Rate Test 400 USRobbins gpm WPN17886 Project 11-030-01 Total depth 54 ft bgs (56(15.8 ft TOC) metres) Pump Test Pump intake 38 ft (TOC)
23-24 Aug, 2011 DTW = depth to water from top of casing Well 2 (monitoring) Time Elapsed DTW (Feet TOC) Drawdown (Feet) DTW (m) Drawdown (metres) Pumping Rate Drawdown (metres) 0 15.38 0.00 4.69 0.00 400 US gpm 4.46 2 26.34 10.96 8.03 3.34 400 US gpm 3 27.65 12.27 8.43 3.74 400 US gpm 5 27.78 12.40 8.47 3.78 400 US gpm 6 27.91 12.53 8.51 3.82 400 US gpm 4.68 8 28.08 12.69 8.56 3.87 400 US gpm 10 28.14 12.76 8.58 3.89 400 US gpm 12 28.21 12.82 8.60 3.91 400 US gpm 4.69 15 28.27 12.89 8.62 3.93 400 US gpm 17 28.34 12.96 8.64 3.95 400 US gpm 4.7 20 28.37 12.99 8.65 3.96 400 US gpm 25 28.44 13.05 8.67 3.98 400 US gpm 4.7 30 28.50 13.12 8.69 4.00 400 US gpm 35 28.54 13.15 8.70 4.01 400 US gpm 4.71 40 28.60 13.22 8.72 4.03 400 US gpm 50 28.70 13.32 8.75 4.06 400 US gpm 60 28.80 13.42 8.78 4.09 400 US gpm 4.73 70 28.90 13.51 8.81 4.12 400 US gpm 80 28.96 13.58 8.83 4.14 400 US gpm 4.74 90 29.03 13.64 8.85 4.16 400 US gpm 105 29.13 13.74 8.88 4.19 400 US gpm 4.75 120 29.26 13.87 8.92 4.23 400 US gpm 4.76 150 29.45 14.07 8.98 4.29 400 US gpm 4.77 180 29.62 14.24 9.03 4.34 400 US gpm 4.78 210 29.82 14.43 9.09 4.40 400 US gpm 4.79 240 30.01 14.63 9.15 4.46 400 US gpm 4.79 270 30.14 14.76 9.19 4.50 400 US gpm 4.8 300 30.31 14.92 9.24 4.55 400 US gpm 4.8 360 30.47 15.09 9.29 4.60 400 US gpm 4.8 420 30.67 15.28 9.35 4.66 400 US gpm 4.8 480 30.93 15.55 9.43 4.74 400 US gpm 4.82 540 31.23 15.84 9.52 4.83 400 US gpm 4.83 600 31.29 15.91 9.54 4.85 400 US gpm 4.85 660 31.68 16.30 9.66 4.97 400 US gpm 4.86 720 31.88 16.50 9.72 5.03 400 US gpm 4.87 780 32.08 16.70 9.78 5.09 400 US gpm 4.88 840 32.31 16.92 9.85 5.16 400 US gpm 4.88 900 32.47 17.09 9.90 5.21 400 US gpm 4.89 960 32.64 17.25 9.95 5.26 400 US gpm 4.9 1020 32.80 17.42 10.00 5.31 400 US gpm 4.9 1080 32.90 17.52 10.03 5.34 400 US gpm 4.9 1140 33.03 17.65 10.07 5.38 400 US gpm 4.91 1200 33.13 17.74 10.10 5.41 400 US gpm 4.91 1260 33.26 17.88 10.14 5.45 400 US gpm 4.91 1320 33.39 18.01 10.18 5.49 400 US gpm 4.92 1380 33.49 18.11 10.21 5.52 400 US gpm 4.92 1440 33.65 18.27 10.26 5.57 400 US gpm 4.93 1443 29.00 13.61 8.84 4.15 Recovery 1444 25.29 9.91 7.71 3.02 4.86 1445 25.16 9.77 7.67 2.98 1446 24.04 8.66 7.33 2.64 1448 23.29 7.90 7.10 2.41 4.83 1450 22.70 7.31 6.92 2.23 1452 22.21 6.82 6.77 2.08 1457 21.68 6.30 6.61 1.92 1460 21.29 5.90 6.49 1.80 4.79 1465 20.86 5.48 6.36 1.67 1470 20.63 5.25 6.29 1.60 4.77 1480 19.81 4.43 6.04 1.35 1490 19.68 4.30 6.00 1.31 4.75
Page 10 Figure A5 - Constant Rate Test Hydrograph Seton Fan 300 mm Supply Well #1 WPN 17886 Aug 23-24, 2011 (400 US gpm) 0.0
5.0 max drawdown induced on 10.0 well #2 = 1.5 ft (squares) 15.0
20.0 Q = 400 USgpm 25.0 Q/s = 21.9 USgpm/ft 30.0
35.0 Depth (ft from TOC) from(ft Depth 40.0 k-packer = 39 ft
45.0
50.0
55.0 Total depth = 56 ft
60.0 0 200 400 600 800 1000 1200 1400 1600
Elapsed Time since Start of Pumping (minutes) Note: All depths from Top of Casing, ~ 2.0 ft above ground surface Figure A6 - 100-day Projection Constant Rate Test Aug 23-24, 2011 Seton Fan 300 mm Supply Well #1 WPN17886 (400 US gpm) 0.0
1 day 100 days 5.0
Capacity calculation CPCN (no outside factors) 10.0 Q= 0.7*Available Drawdown*Pumping Rate/100day projected drawdown 15.0 Q = 0.7 (20) (400/29) Q = 193 US gpm
20.0
25.0 Projected water level after 100 days = 44 ft Drawdown at 100 days = 29 ft
30.0
35.0 Depth to Water (ft) Waterto Depth 40.0
45.0
50.0 K-Packer at at 39 ft below TOC. Assume deepest water level = 35 ft 55.0 Max available drawdown is 35 - 15 = 20 ft
60.0 1 10 100 1000 10000 100000 1000000 Time (minutes) Note: All depths from Top of Casing, 2 ft above ground surface Table B1 Seton Fan 300 mm Production Well 2 - Step Test Robbins Drilling WPN17887 Project 11-030-01 Total depth 61 ft TOC Pump Test Pump intake 45 ft (TOC)
24-Aug-11 DTW = depth to water from top of casing TOC = 2ft > ground Time Elapsed DTW (Feet TOC) Drawdown (Feet) DTW (m) Drawdown (metres) Pumping Rate 0 15.94 0.00 4.86 0.00 200 US gpm 2 18.70 2.76 5.70 0.84 200 US gpm 4 18.79 2.85 5.73 0.87 200 US gpm 5 18.60 2.66 5.67 0.81 200 US gpm 6 18.66 2.72 5.69 0.83 200 US gpm 8 18.66 2.72 5.69 0.83 200 US gpm 10 18.70 2.76 5.70 0.84 200 US gpm 12 18.76 2.82 5.72 0.86 200 US gpm 15 18.76 2.82 5.72 0.86 200 US gpm 17 18.76 2.82 5.72 0.86 200 US gpm 20 18.79 2.85 5.73 0.87 200 US gpm 25 18.79 2.85 5.73 0.87 200 US gpm 30 18.79 2.85 5.73 0.87 200 US gpm 35 18.79 2.85 5.73 0.87 200 US gpm 40 18.79 2.85 5.73 0.87 200 US gpm 50 18.83 2.89 5.74 0.88 200 US gpm 60 18.83 2.89 5.74 0.88 200 US gpm 61 20.96 5.02 6.39 1.53 350 US gpm 62 21.09 5.15 6.43 1.57 350 US gpm 63 21.12 5.18 6.44 1.58 350 US gpm 64 21.45 5.51 6.54 1.68 350 US gpm 68 21.52 5.58 6.56 1.70 350 US gpm 70 21.52 5.58 6.56 1.70 350 US gpm 72 21.55 5.61 6.57 1.71 350 US gpm 75 21.58 5.64 6.58 1.72 350 US gpm 80 21.62 5.67 6.59 1.73 350 US gpm 85 21.65 5.71 6.60 1.74 350 US gpm 90 21.68 5.74 6.61 1.75 350 US gpm 110 21.75 5.81 6.63 1.77 350 US gpm 120 21.75 5.81 6.63 1.77 350 US gpm 121 24.24 8.30 7.39 2.53 500 US gpm 124 24.34 8.40 7.42 2.56 500 US gpm 125 24.34 8.40 7.42 2.56 500 US gpm 128 24.34 8.40 7.42 2.56 500 US gpm 130 24.44 8.50 7.45 2.59 500 US gpm 132 24.44 8.50 7.45 2.59 500 US gpm 135 24.50 8.56 7.47 2.61 500 US gpm 137 24.53 8.59 7.48 2.62 500 US gpm 140 24.57 8.63 7.49 2.63 500 US gpm 145 24.60 8.66 7.50 2.64 500 US gpm 150 24.67 8.72 7.52 2.66 500 US gpm 155 24.73 8.79 7.54 2.68 500 US gpm 160 24.73 8.79 7.54 2.68 500 US gpm 170 24.86 8.92 7.58 2.72 500 US gpm
Page 13 Time Elapsed DTW (Feet TOC) Drawdown (Feet) DTW (m) Drawdown (metres) Pumping Rate 180 24.93 8.99 7.60 2.74 500 US gpm 181 16.92 0.98 5.16 0.30 Recovery 182 16.86 0.92 5.14 0.28 186 16.79 0.85 5.12 0.26 190 16.79 0.85 5.12 0.26 192 16.76 0.82 5.11 0.25 195 16.71 0.77 5.10 0.23 205 16.60 0.66 5.06 0.20 210 16.60 0.66 5.06 0.20 212 26.04 10.10 7.94 3.08 600 US gpm 213 26.34 10.40 8.03 3.17 214 26.44 10.50 8.06 3.20 216 26.99 11.05 8.23 3.37 220 27.58 11.64 8.41 3.55 225 28.90 12.96 8.81 3.95 230 30.08 14.14 9.17 4.31 235 31.00 15.06 9.45 4.59 240 32.08 16.14 9.78 4.92 245 33.65 17.71 10.26 5.40 250 34.90 18.96 10.64 5.78 275 16.76 0.82 5.11 0.25 Recovery 300 16.60 0.66 5.06 0.2
Page 14 Figure B1 - Step Test Hydrograph Seton Fan 300 mm Supply Well #2 WPN 17887 - Aug 24, 2011 (200 - 350 - 500 - 600 US gpm)
10.0
15.0 Static Water Level = 15.94 ft (4.86 m)
20.0
Q = 200 USgpm 25.0 Q/s = 69.2 USgpm/ft Q = 350 USgpm Q/s = 60.2 USgpm/ft Q = 500 USgpm 30.0 Q/s = 55.6 USgpm/ft 600 US gpm
35.0 Pump shut off to change orifice plate 40.0 k-Packer 44 ft TOC 45.0 Depth (ft from TOC) from(ft Depth
50.0
55.0
60.0 Total depth = 61 ft TOC 65.0 0 50 100 150 200 250 300 350
Elapsed Time since Start of Pumping (minutes) Note: All depths from Top of Casing, 2.0 ft above ground surface Table B2 Seton Fan 300 mm Production Well 2 - Constant Rate Test 500 US gpm WPN17887 Project 11-030-01 Total depth 61 ft TOC Pump Test Pump intake 45 ft (TOC)
24-Aug-11 DTW = depth to water from top of casing Time Elapsed DTW (Feet TOC) Drawdown (Feet) DTW (m) Drawdown (metres) Pumping Rate 0 16.60 0.00 5.06 0.00 500 US gpm 2 23.52 6.92 7.17 2.11 500 US gpm 5 24.76 8.17 7.55 2.49 500 US gpm 6 24.83 8.23 7.57 2.51 500 US gpm 10 24.96 8.36 7.61 2.55 500 US gpm 12 25.03 8.43 7.63 2.57 500 US gpm 15 25.16 8.56 7.67 2.61 500 US gpm 17 25.22 8.63 7.69 2.63 500 US gpm 20 25.42 8.82 7.75 2.69 500 US gpm 25 25.65 9.05 7.82 2.76 500 US gpm 30 25.78 9.18 7.86 2.80 500 US gpm 35 25.98 9.38 7.92 2.86 500 US gpm 40 26.47 9.87 8.07 3.01 500 US gpm 45 27.75 11.15 8.46 3.40 500 US gpm 50 28.01 11.41 8.54 3.48 500 US gpm 60 29.06 12.46 8.86 3.80 500 US gpm 70 29.78 13.19 9.08 4.02 500 US gpm 80 30.44 13.84 9.28 4.22 500 US gpm 90 30.80 14.20 9.39 4.33 500 US gpm 105 31.49 14.89 9.60 4.54 500 US gpm 120 32.01 15.42 9.76 4.70 500 US gpm 135 32.50 15.91 9.91 4.85 500 US gpm 150 32.87 16.27 10.02 4.96 500 US gpm 180 33.62 17.02 10.25 5.19 500 US gpm 210 34.21 17.61 10.43 5.37 500 US gpm 240 34.83 18.24 10.62 5.56 500 US gpm 300 35.98 19.38 10.97 5.91 500 US gpm 360 36.47 19.88 11.12 6.06 500 US gpm 420 37.03 20.43 11.29 6.23 500 US gpm 480 37.56 20.96 11.45 6.39 500 US gpm 540 37.85 21.25 11.54 6.48 500 US gpm 600 38.44 21.84 11.72 6.66 500 US gpm 660 38.41 21.81 11.71 6.65 500 US gpm 720 39.36 22.76 12.00 6.94 500 US gpm 800 39.69 23.09 12.10 7.04 500 US gpm 801 20.01 3.41 6.10 1.04 Recovery 802 19.75 3.15 6.02 0.96 803 19.48 2.89 5.94 0.88 804 19.38 2.79 5.91 0.85 805 19.35 2.76 5.90 0.84 806 19.22 2.62 5.86 0.80 808 19.12 2.53 5.83 0.77 810 19.02 2.43 5.80 0.74 812 18.96 2.36 5.78 0.72 815 18.83 2.23 5.74 0.68 817 18.73 2.13 5.71 0.65 820 18.60 2.00 5.67 0.61 825 18.47 1.87 5.63 0.57 830 18.30 1.71 5.58 0.52 835 18.20 1.61 5.55 0.49 840 18.04 1.44 5.50 0.44 850 17.88 1.28 5.45 0.39
Page 16 Time Elapsed DTW (Feet TOC) Drawdown (Feet) DTW (m) Drawdown (metres) Pumping Rate 860 17.65 1.05 5.38 0.32 870 17.52 0.92 5.34 0.28 880 17.38 0.79 5.30 0.24 890 17.29 0.69 5.27 0.21 905 17.09 0.49 5.21 0.15 920 16.99 0.39 5.18 0.12 935 16.89 0.30 5.15 0.09 950 16.83 0.23 5.13 0.07 965 16.73 0.13 5.10 0.04 980 16.66 0.07 5.08 0.02
Page 17 Figure B2 - Constant Rate Test Hydrograph Seton Fan 300 mm Supply Well #2 WPN 17887 Aug 24-25, 2011 (500 US gpm)
0.0
5.0
10.0
15.0
20.0
Q = 500 USgpm 25.0 Q/s = 21.7 USgpm/ft
30.0
35.0
Depth (ft from TOC) from(ft Depth 40.0
45.0 k-Packer 44 ft TOC max drawdown induced on 50.0 well #1 = 1.25 ft
55.0 Total depth = 61 ft TOC
60.0 0 200 400 600 800 1000 1200
Elapsed Time since Start of Pumping (minutes) Note: All depths from Top of Casing, 2.0 ft above ground surface Figure B3 - 100-day Projection Constant Rate Test Aug 24, 2011 Seton Fan 300 mm Supply Well #2 17887 (500 US gpm)
0.0
1 day 100 days 5.0
10.0
15.0
20.0
25.0 2 ft/log cycle
30.0
35.0 Depth to Water (ft) Waterto Depth 40.0 10 ft/log cycle
45.0
50.0
55.0
60.0 1 10 100 1000 10000 100000 1000000 Time (minutes) Note: All depths from Top of Casing, 2 ft above ground surface Table B3 Seton Fan 300 mm Production Well 2 - Constant Rate Test 400 US gpm WPN17887 Project 11-030-01 Total depth 61 ft TOC Pump Test Pump intake 45 ft (TOC)
Aug 25-27, 2011 DTW = depth to water from top of casing Well 1 (monitoring) Time Elapsed DTW (Feet TOC) Drawdown (Feet) DTW (m) Drawdown (metres) Pumping Rate Drawdown (metres) 0 16.60 0.00 5.06 0.00 400 US gpm 4.71 2 22.53 5.94 6.87 1.81 400 US gpm 5 24.21 7.61 7.38 2.32 400 US gpm 8 23.91 7.31 7.29 2.23 400 US gpm 10 23.98 7.38 7.31 2.25 400 US gpm 12 24.14 7.54 7.36 2.30 400 US gpm 15 24.21 7.61 7.38 2.32 400 US gpm 17 24.24 7.64 7.39 2.33 400 US gpm 20 24.27 7.68 7.40 2.34 400 US gpm 25 24.37 7.77 7.43 2.37 400 US gpm 30 24.47 7.87 7.46 2.40 400 US gpm 35 24.53 7.94 7.48 2.42 400 US gpm 40 24.63 8.04 7.51 2.45 400 US gpm 50 24.76 8.17 7.55 2.49 400 US gpm 60 24.86 8.27 7.58 2.52 400 US gpm 70 25.06 8.46 7.64 2.58 400 US gpm 80 25.19 8.59 7.68 2.62 400 US gpm 90 25.26 8.66 7.70 2.64 400 US gpm 105 25.49 8.89 7.77 2.71 400 US gpm 120 25.62 9.02 7.81 2.75 400 US gpm 135 25.75 9.15 7.85 2.79 400 US gpm 150 25.88 9.28 7.89 2.83 400 US gpm 165 26.01 9.41 7.93 2.87 400 US gpm 180 26.11 9.51 7.96 2.90 400 US gpm 210 26.21 9.61 7.99 2.93 400 US gpm 5.02 240 26.50 9.91 8.08 3.02 400 US gpm 5.02 300 26.83 10.23 8.18 3.12 400 US gpm 5.03 360 27.22 10.63 8.30 3.24 400 US gpm 50.5 420 27.52 10.92 8.39 3.33 400 US gpm 5.05 480 27.72 11.12 8.45 3.39 400 US gpm 5.055 540 27.98 11.38 8.53 3.47 400 US gpm 5.06 600 28.24 11.64 8.61 3.55 400 US gpm 5.06 660 28.40 11.81 8.66 3.60 400 US gpm 5.06 720 28.60 12.00 8.72 3.66 400 US gpm 5.06 780 28.67 12.07 8.74 3.68 400 US gpm 5.065 840 28.83 12.23 8.79 3.73 400 US gpm 5.065 900 29.00 12.40 8.84 3.78 400 US gpm 5.065 690 29.16 12.56 8.89 3.83 400 US gpm 5.07 1020 29.26 12.66 8.92 3.86 400 US gpm 5.07 1080 29.45 12.86 8.98 3.92 400 US gpm 5.06 1140 29.45 12.86 8.98 3.92 400 US gpm 5.06 1200 29.55 12.96 9.01 3.95 400 US gpm 5.06 1260 29.62 13.02 9.03 3.97 400 US gpm 5.06 1320 29.72 13.12 9.06 4.00 400 US gpm 5.06 1400 29.82 13.22 9.09 4.03 400 US gpm 5.05 1460 30.11 13.51 9.18 4.12 400 US gpm 5.08 1520 30.31 13.71 9.24 4.18 400 US gpm 5.04 1580 30.41 13.81 9.27 4.21 400 US gpm 5.04 1640 30.50 13.91 9.30 4.24 400 US gpm 5.04 1700 30.67 14.07 9.35 4.29 400 US gpm 5.04 1760 30.77 14.17 9.38 4.32 400 US gpm 5.03 1820 30.96 14.37 9.44 4.38 400 US gpm 5.03 1880 31.06 14.46 9.47 4.41 400 US gpm 5.03 1960 31.29 14.69 9.54 4.48 400 US gpm 5.03 2020 31.29 14.69 9.54 4.48 400 US gpm 5.03 2080 31.39 14.79 9.57 4.51 400 US gpm 5.03 2140 31.62 15.02 9.64 4.58 400 US gpm 5.03 2200 32.34 15.74 9.86 4.80 400 US gpm 5.03 2260 32.37 15.78 9.87 4.81 400 US gpm 5.03 2320 32.54 15.94 9.92 4.86 400 US gpm 5.03 2380 32.70 16.10 9.97 4.91 400 US gpm 5.03
Page 20 Time Elapsed DTW (Feet TOC) Drawdown (Feet) DTW (m) Drawdown (metres) Pumping Rate Drawdown (metres) 2440 32.70 16.10 9.97 4.91 400 US gpm 5.03 2500 32.70 16.10 9.97 4.91 400 US gpm 5.03 2560 32.83 16.24 10.01 4.95 400 US gpm 5.03 2620 32.87 16.27 10.02 4.96 400 US gpm 5.03 2680 33.06 16.47 10.08 5.02 400 US gpm 5.02 2740 33.06 16.47 10.08 5.02 400 US gpm 5.01 2800 33.06 16.47 10.08 5.02 400 US gpm 5.01 2860 33.13 16.53 10.10 5.04 400 US gpm 5.01 2920 33.16 16.56 10.11 5.05 400 US gpm 5.01 2980 33.16 16.56 10.11 5.05 400 US gpm 5.01 3040 33.55 16.96 10.23 5.17 400 US gpm 5.01 3100 33.65 17.06 10.26 5.20 400 US gpm 5 3160 33.55 16.96 10.23 5.17 400 US gpm 4.99 3220 33.72 17.12 10.28 5.22 400 US gpm 4.99 3280 33.82 17.22 10.31 5.25 400 US gpm 4.99 3340 33.92 17.32 10.34 5.28 400 US gpm 4.98 3400 33.85 17.25 10.32 5.26 400 US gpm 4.99 3460 33.92 17.32 10.34 5.28 400 US gpm 4.99 3520 33.85 17.25 10.32 5.26 400 US gpm 4.99 3580 33.95 17.35 10.35 5.29 400 US gpm 4.99 3581 17.88 1.28 5.45 0.39 Recovery Recovery 3582 17.58 0.98 5.36 0.30 3583 17.48 0.89 5.33 0.27 4.86 3584 17.42 0.82 5.31 0.25 3585 17.38 0.79 5.30 0.24 4.83 3586 17.32 0.72 5.28 0.22 3588 17.29 0.69 5.27 0.21 3590 17.22 0.62 5.25 0.19 4.81 3592 17.19 0.59 5.24 0.18 3595 17.09 0.49 5.21 0.15 4.81 3597 17.09 0.49 5.21 0.15 3600 17.02 0.43 5.19 0.13 4.8 3605 16.92 0.33 5.16 0.10 3610 16.86 0.26 5.14 0.08 4.79 3615 16.79 0.20 5.12 0.06 3620 16.73 0.13 5.10 0.04 4.78 3630 16.63 0.03 5.07 0.01 4.77 3640 16.53 -0.07 5.04 -0.02 3650 16.50 -0.10 5.03 -0.03 4.75 3660 16.40 -0.20 5.00 -0.06 3670 16.37 -0.23 4.99 -0.07 4.74 3685 16.27 -0.33 4.96 -0.10 4.72 3700 16.20 -0.39 4.94 -0.12 4.71
Page 21 Figure B4 - Constant Rate Test Hydrograph Seton Fan 300 mm Supply Well #2 WPN 17887 - Aug 25-27, 2011 (400 US gpm)
0.0
5.0 max drawdown induced on 10.0 well #1 = 1.21 ft (squares)
15.0
20.0
25.0
30.0
35.0 Q = 400 USgpm 40.0 Q/s = 24.3 USgpm/ft Depth (ft from TOC) from(ft Depth
45.0 k-packer = 44 ft
50.0
55.0
60.0 Total depth = 61 ft
65.0 0 500 1000 1500 2000 2500 3000 3500 4000
Elapsed Time since Start of Pumping (minutes) Note: All depths from Top of Casing, ~ 2.0 ft above ground surface Figure B5 - 100-day Projection Constant Rate Test Aug 25-27, 2011 Seton Fan 300 mm Supply Well #2 WPN17887 (400 US gpm)
0.0
1 day 100 days 5.0 Capacity calculation CPCN (no outside factors)
Q= 0.7*Available Drawdown*Pumping Rate/100day 10.0 projected drawdown Q = 0.7 (24) (400/29) Q = 232 US gpm 15.0
20.0
25.0 Projected water level after 100 days = 45 ft Drawdown at 100 days = 29 ft
30.0
35.0 Depth to Water (ft) Waterto Depth 40.0
45.0
50.0 K-Packer at at 44 ft below TOC. Assume deepest water level = 40 ft TOC 55.0 Max available drawdown is 40 - 16 = 24 ft
60.0 1 10 100 1000 10000 100000 1000000 Time (minutes) Note: All depths from Top of Casing, 2 ft above ground surface
Appendix D Water Quality Reports CERTIFICATE OF ANALYSIS
CLIENT Western Water Associates Ltd 10051 Hwy 97 N Lake Country BC TEL (250) 765-2225 V4VC 1P6 FAX -
ATTENTION Ryan Rhodes
RECEIVED / TEMP Aug-23-11 08:00 / 7.0 °C WORK ORDER K1H0893 REPORTED Aug-29-11 PROJECT Lillooet - Seton COC #(s) 32791 PROJECT INFO 11-030-01
General Comments:
CARO Analytical Services employs methods which are based on those found in “Standard Methods for the Examination of Water and Wastewater”, 21st Edition, 2005, published by the American Public Health Association (APHA); US EPA protocols found in “Test Methods for Evaluating Solid Waste, Physical/Chemical Methods, SW846”, 3rd Edition; protocols published by the British Columbia Ministry of Environment (BCMOE); and/or CCME Canada-wide Standard Reference methods.
Methods not described in these publications are conducted according to procedures accepted by appropriate regulatory agencies, and/or are done in accordance with recognized professional standards using accepted testing methodologies and quality control efforts except where otherwise agreed to by the client.
The results in this report apply to the samples analyzed in accordance with the chain of custody document. This analytical report must be reproduced in its entirity. CARO is not responsible for any loss or damage resulting directly or indirectly from error or omission in the conduct of testing. Liability is limited to the cost of analysis. Samples will be disposed of 30 days after the test report has been issued unless otherwise agreed to in writing.
• All solids results are reported on a dry weight basis unless otherwise noted
• Units: mg/kg = milligrams per kilogram, equivalent to parts per million (ppm) mg/L = milligrams per litre, equivalent to parts per million (ppm) ug/L = micrograms per litre, equivalent to parts per billion (ppb) ug/g = micrograms per gram, equivalent to parts per million (ppm) ug/m3 = micrograms per cubic meter of air
• "RDL" Reported detection limit • "<" Less than reported detection limit • "AO" Aesthetic objective • "MAC" Maximum acceptable concentration (health-related guideline) • "LAB" RMD = Richmond location, KEL = Kelowna location, EDM = Edmonton location, SUB = Subcontracted
Please contact CARO if more information is needed or to provide feedback on our services.
CARO Analytical Services
Final Review Per: Jennifer Shanko, AScT Administration Coordinator
CARO Analytical Services #120 12791 Clarke Place #102 3677 Highway 97N 9523 42 Avenue Richmond, BC V6V 2H9 Kelowna, BC V1X 5C3 Edmonton, AB T6E 5R2 Tel: 604-279-1499 Fax: 604-279-1599 Tel: 250-765-9646 Fax: 250-765-3893 Tel: 780-628-3737 www.caro.ca Page 1 of 5 SAMPLE DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H0893 PROJECT Lillooet - Seton REPORTED Aug-29-11
Canadian DW Analyte Result Guideline RDL Units Prepared Analyzed Notes (Dec 10)
Microbiological Parameters
Well 1 - 1 Hour (K1H0893-01) Matrix: Water Sampled: Aug-22-11 14:00 Coliforms, Total 1 MAC < 1 1 CFU/100mL Aug-23-11 Aug-25-11 Coliforms, Fecal < 1 1 CFU/100mL Aug-23-11 Aug-24-11 Heterotrophic Plate Count 78 1 CFU/mL Aug-23-11 Aug-26-11 E. coli < 1 MAC < 1 1 CFU/100mL Aug-23-11 Aug-25-11
CARO Analytical Services Page 2 of 5 ANALYSIS / REPORT INFORMATION
CLIENT Western Water Associates Ltd WORK ORDER # K1H0893 PROJECT Lillooet - Seton REPORTED Aug-29-11
Analysis Description Method Reference(s) (* = modified from) LAB Preparation Analysis
Fecal Coliforms (Membrane Filtration) N/A APHA 9222 KEL Total Coliforms (Membrane Filtration) N/A APHA 9223/9222 KEL E. coli (MF) N/A APHA 9223/9222 KEL Heterotrophic Plate Count N/A APHA 9215 D KEL
CARO Analytical Services Page 3 of 5 QUALITY CONTROL DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H0893 PROJECT Lillooet - Seton REPORTED Aug-29-11
The following section reports quality control (QC) data that is associated with your sample data. Groups of samples are prepared in “batches” and analyzed in conjunction with quality control samples that ensure your data is of the highest quality. Common QC types include:
• Method Blank (Blk): Laboratory reagent water is carried through sample preparation and analysis steps. Method Blanks indicate that results are free from contamination, i.e. not biased high from sources such as the sample container or the laboratory environment
• Duplicate (Dup): Preparation and analysis of a replicate aliquot of a sample. Duplicates provide a measure of the analytical method’s precision, i.e. how reproducible a result is. Duplicates are only reported if they are associated with your sample data.
• Blank Spike (BS): A known amount of standard is carried through sample preparation and analysis steps. Blank Spikes, also known as laboratory control samples (LCS), are prepared from a different source of standard than used for the calibration. They ensure that the calibration is acceptable (i.e. not biased high or low) and also provide a measure of the analytical method’s accuracy (i.e. closeness of the result to a target value).
• Standard Reference Material (SRM): A material of similar matrix to the samples, externally certified for the parameter(s) listed. Standard Reference Materials ensure that the preparation steps in the method are adequate to achieve acceptable recoveries of the parameter(s) tested for.
Each QC type is analyzed at a 5-10% frequency, i.e. one blank/duplicate/spike for every 10 samples. For all types of QC, the specified recovery (% Rec) and relative percent difference (RPD) limits are derived from long-term method performance averages and/or prescribed by the reference method.
Reporting Spike Source % REC % RPD Analyte Result Limit Units Level Result % REC Limits % RPD Limit Notes
Microbiological Parameters, Batch K103494
Blank (K103494-BLK1) Prepared: Aug-23-11, Analyzed: Aug-25-11
Coliforms, Total < 1 1 CFU/100mL E. coli < 1 1 CFU/100mL
Blank (K103494-BLK2) Prepared: Aug-23-11, Analyzed: Aug-25-11
Coliforms, Total < 1 1 CFU/100mL E. coli < 1 1 CFU/100mL
Blank (K103494-BLK3) Prepared: Aug-23-11, Analyzed: Aug-25-11
Coliforms, Total < 1 1 CFU/100mL E. coli < 1 1 CFU/100mL
Blank (K103494-BLK4) Prepared: Aug-23-11, Analyzed: Aug-25-11
Coliforms, Total < 1 1 CFU/100mL E. coli < 1 1 CFU/100mL
Blank (K103494-BLK5) Prepared: Aug-23-11, Analyzed: Aug-25-11
Coliforms, Total < 1 1 CFU/100mL E. coli < 1 1 CFU/100mL
Blank (K103494-BLK6) Prepared: Aug-23-11, Analyzed: Aug-25-11
Coliforms, Total < 1 1 CFU/100mL E. coli < 1 1 CFU/100mL
Blank (K103494-BLK7) Prepared: Aug-23-11, Analyzed: Aug-25-11
Coliforms, Total < 1 1 CFU/100mL E. coli < 1 1 CFU/100mL
Blank (K103494-BLK8) Prepared: Aug-23-11, Analyzed: Aug-25-11
Coliforms, Total < 1 1 CFU/100mL E. coli < 1 1 CFU/100mL
Blank (K103494-BLK9) Prepared: Aug-23-11, Analyzed: Aug-25-11
Coliforms, Total < 1 1 CFU/100mL E. coli < 1 1 CFU/100mL
Blank (K103494-BLKA) Prepared: Aug-23-11, Analyzed: Aug-25-11
Coliforms, Total < 1 1 CFU/100mL E. coli < 1 1 CFU/100mL
CARO Analytical Services Page 4 of 5 QUALITY CONTROL DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H0893 PROJECT Lillooet - Seton REPORTED Aug-29-11
Reporting Spike Source % REC % RPD Analyte Result Limit Units Level Result % REC Limits % RPD Limit Notes
Microbiological Parameters, Batch K103494, Continued
Blank (K103494-BLKB) Prepared: Aug-23-11, Analyzed: Aug-25-11
Coliforms, Total < 1 1 CFU/100mL E. coli < 1 1 CFU/100mL
Blank (K103494-BLKC) Prepared: Aug-23-11, Analyzed: Aug-25-11
Coliforms, Total < 1 1 CFU/100mL E. coli < 1 1 CFU/100mL
Blank (K103494-BLKD) Prepared: Aug-23-11, Analyzed: Aug-25-11
Coliforms, Total < 1 1 CFU/100mL E. coli < 1 1 CFU/100mL Microbiological Parameters, Batch K103497
Blank (K103497-BLK1) Prepared: Aug-23-11, Analyzed: Aug-24-11
Coliforms, Fecal < 1 1 CFU/100mL
Blank (K103497-BLK2) Prepared: Aug-23-11, Analyzed: Aug-24-11
Coliforms, Fecal < 1 1 CFU/100mL Microbiological Parameters, Batch K103501
Blank (K103501-BLK1) Prepared: Aug-23-11, Analyzed: Aug-26-11
Heterotrophic Plate Count < 1 1 CFU/mL
Blank (K103501-BLK2) Prepared: Aug-23-11, Analyzed: Aug-26-11
Heterotrophic Plate Count < 1 1 CFU/mL
Blank (K103501-BLK3) Prepared: Aug-23-11, Analyzed: Aug-26-11
Heterotrophic Plate Count 2 1 CFU/mL MIC27
Duplicate (K103501-DUP1) Source: K1H0893-01 Prepared: Aug-23-11, Analyzed: Aug-26-11
Heterotrophic Plate Count 63 1 CFU/mL 78 21 40
QC Qualifiers:
MIC27 Method blank exceeds the RDL but results are considered valid based upon additional method QC.
CARO Analytical Services Page 5 of 5 CERTIFICATE OF ANALYSIS
CLIENT Western Water Associates Ltd 10051 Hwy 97 N Lake Country BC TEL 1-250-766-1030 V4VC 1P6 FAX -
ATTENTION Ryan Rhodes
RECEIVED / TEMP Aug-25-11 08:55 / 8.0 °C WORK ORDER K1H1070 REPORTED Sep-09-11 PROJECT Approval of New Sources-IHA (Ryan Rhodes) COC #(s) 325 PROJECT INFO Lillooet-Seaton 11-030-01
General Comments:
CARO Analytical Services employs methods which are based on those found in “Standard Methods for the Examination of Water and Wastewater”, 21st Edition, 2005, published by the American Public Health Association (APHA); US EPA protocols found in “Test Methods for Evaluating Solid Waste, Physical/Chemical Methods, SW846”, 3rd Edition; protocols published by the British Columbia Ministry of Environment (BCMOE); and/or CCME Canada-wide Standard Reference methods.
Methods not described in these publications are conducted according to procedures accepted by appropriate regulatory agencies, and/or are done in accordance with recognized professional standards using accepted testing methodologies and quality control efforts except where otherwise agreed to by the client.
The results in this report apply to the samples analyzed in accordance with the chain of custody document. This analytical report must be reproduced in its entirity. CARO is not responsible for any loss or damage resulting directly or indirectly from error or omission in the conduct of testing. Liability is limited to the cost of analysis. Samples will be disposed of 30 days after the test report has been issued unless otherwise agreed to in writing.
• All solids results are reported on a dry weight basis unless otherwise noted
• Units: mg/kg = milligrams per kilogram, equivalent to parts per million (ppm) mg/L = milligrams per litre, equivalent to parts per million (ppm) ug/L = micrograms per litre, equivalent to parts per billion (ppb) ug/g = micrograms per gram, equivalent to parts per million (ppm) ug/m3 = micrograms per cubic meter of air
• "RDL" Reported detection limit • "<" Less than reported detection limit • "AO" Aesthetic objective • "MAC" Maximum acceptable concentration (health-related guideline) • "LAB" RMD = Richmond location, KEL = Kelowna location, EDM = Edmonton location, SUB = Subcontracted
Please contact CARO if more information is needed or to provide feedback on our services.
CARO Analytical Services
Final Review Per: Jennifer Shanko, AScT Administration Coordinator
CARO Analytical Services #120 12791 Clarke Place #102 3677 Highway 97N 9523 42 Avenue Richmond, BC V6V 2H9 Kelowna, BC V1X 5C3 Edmonton, AB T6E 5R2 Tel: 604-279-1499 Fax: 604-279-1599 Tel: 250-765-9646 Fax: 250-765-3893 Tel: 780-628-3737 www.caro.ca Page 1 of 22 SAMPLE DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1070 PROJECT Approval of New Sources-IHA (Ryan Rhodes) REPORTED Sep-09-11
Canadian DW Analyte Result Guideline RDL Units Prepared Analyzed Notes (Dec 10)
General Parameters
Well 1 (K1H1070-01) Matrix: Water Sampled: Aug-24-11 11:00 Aggresiveness Index 12.3 - Sep-07-11 Sep-07-11 Alkalinity, Total as CaCO3 148 1.0 mg/L Aug-25-11 Aug-26-11 Alkalinity, Carbonate as CaCO3 < 1.0 1.0 mg/L Aug-25-11 Aug-26-11 Alkalinity, Bicarbonate as CaCO3 148 1.0 mg/L Aug-25-11 Aug-26-11 Alkalinity, Hydroxide as CaCO3 < 1.0 1.0 mg/L Aug-25-11 Aug-26-11 Carbon, Total Organic 0.7 0.5 mg/L Aug-25-11 Aug-26-11 Chloride 7.23 AO ≤ 250 0.10 mg/L Aug-26-11 Aug-26-11 Colour, True < 5 AO ≤ 15 5 Color Unit Aug-25-11 Aug-25-11 Conductivity (EC) 352 2 uS/cm Aug-25-11 Aug-25-11 Cyanide (total) < 0.01 MAC = 0.2 0.01 mg/L Aug-25-11 Aug-29-11 Fluoride < 0.10 MAC = 1.5 0.10 mg/L Aug-26-11 Aug-26-11 Hardness, Total (Total as CaCO3) 163 1.25 mg/L Aug-29-11 Aug-30-11 Hardness, Total (Diss. as CaCO3) 160 0.999 mg/L Sep-01-11 Sep-01-11 Langelier Index 0.20 -5.00 - Sep-07-11 Sep-07-11 Nitrogen, Ammonia as N < 0.01 0.01 mg/L Aug-25-11 Aug-26-11 Nitrogen, Nitrate as N 0.062 MAC = 10 0.010 mg/L Aug-26-11 Aug-26-11 Nitrogen, Nitrite as N < 0.01 MAC = 1 0.01 mg/L Aug-26-11 Aug-26-11 Nitrogen, Total Kjeldahl 0.08 0.05 mg/L Aug-25-11 Aug-31-11 Nitrogen, Organic 0.08 0.05 mg/L Aug-25-11 Aug-31-11 Solids, Total Dissolved 254 AO ≤ 500 5 mg/L Aug-29-11 Aug-30-11 Sulfate 32.3 AO ≤ 500 1.0 mg/L Aug-26-11 Aug-26-11 Sulfide < 0.05 AO ≤ 0.05 0.05 mg/L Aug-26-11 Aug-29-11 Turbidity 0.3 Varies, See Guidelines 0.1 NTU Aug-26-11 Aug-26-11 UV Transmittance @ 254nm - 97.4 0.1 % Aug-30-11 Aug-30-11 Unfiltered
Well 1 (K1H1070-02) Matrix: Water Sampled: Aug-24-11 11:00 pH 8.01 AO = 6.5 - 8.5 0.01 pH Units Aug-25-11 Aug-25-11
Field Parameters
Well 1 (K1H1070-01) Matrix: Water Sampled: Aug-24-11 11:00 Conductivity (EC) 354 5 uS/cm N/A Aug-24-11 Oxidation/Reduction Potential 219 -200 millivolts N/A Aug-24-11 pH 7.90 AO = 6.5 - 8.5 0.10 pH Units N/A Aug-24-11 Temperature 10.1 AO ≤ 15 C N/A Aug-24-11
Dissolved Metals by ICPMS
Well 1 (K1H1070-01) Matrix: Water Sampled: Aug-24-11 11:00 Aluminum, dissolved 0.007 0.005 mg/L Sep-01-11 Sep-01-11 Antimony, dissolved 0.0009 0.0001 mg/L Sep-01-11 Sep-01-11 Arsenic, dissolved 0.0017 0.0005 mg/L Sep-01-11 Sep-01-11 Barium, dissolved 0.036 0.005 mg/L Sep-01-11 Sep-01-11 Beryllium, dissolved < 0.0001 0.0001 mg/L Sep-01-11 Sep-01-11 Bismuth, dissolved < 0.0001 0.0001 mg/L Sep-01-11 Sep-01-11
CARO Analytical Services Page 2 of 22 SAMPLE DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1070 PROJECT Approval of New Sources-IHA (Ryan Rhodes) REPORTED Sep-09-11
Canadian DW Analyte Result Guideline RDL Units Prepared Analyzed Notes (Dec 10)
Dissolved Metals by ICPMS, Continued
Well 1 (K1H1070-01) Matrix: Water Sampled: Aug-24-11 11:00, Continued Boron, dissolved 0.089 0.004 mg/L Sep-01-11 Sep-01-11 Cadmium, dissolved 0.00001 0.00001 mg/L Sep-01-11 Sep-01-11 Calcium, dissolved 45.0 0.4 mg/L Sep-01-11 Sep-01-11 Chromium, dissolved < 0.0005 0.0005 mg/L Sep-01-11 Sep-01-11 Cobalt, dissolved < 0.00005 0.00005 mg/L Sep-01-11 Sep-01-11 Copper, dissolved 0.0010 0.0002 mg/L Sep-01-11 Sep-01-11 Iron, dissolved < 0.01 0.01 mg/L Sep-01-11 Sep-01-11 Lead, dissolved 0.0001 0.0001 mg/L Sep-01-11 Sep-01-11 Lithium, dissolved 0.0019 0.0001 mg/L Sep-01-11 Sep-01-11 Magnesium, dissolved 11.2 0.01 mg/L Sep-01-11 Sep-01-11 Manganese, dissolved 0.0004 0.0002 mg/L Sep-01-11 Sep-01-11 Mercury, dissolved < 0.00002 0.00002 mg/L Sep-01-11 Sep-01-11 Molybdenum, dissolved 0.0030 0.0001 mg/L Sep-01-11 Sep-01-11 Nickel, dissolved < 0.0002 0.0002 mg/L Sep-01-11 Sep-01-11 Phosphorus, dissolved < 0.02 0.02 mg/L Sep-01-11 Sep-01-11 Potassium, dissolved 2.01 0.02 mg/L Sep-01-11 Sep-01-11 Selenium, dissolved 0.0008 0.0005 mg/L Sep-01-11 Sep-01-11 Silicon, dissolved 3.7 0.5 mg/L Sep-01-11 Sep-01-11 Silver, dissolved < 0.00005 0.00005 mg/L Sep-01-11 Sep-01-11 Sodium, dissolved 11.6 0.02 mg/L Sep-01-11 Sep-01-11 Strontium, dissolved 0.224 0.001 mg/L Sep-01-11 Sep-01-11 Tellurium, dissolved < 0.0002 0.0002 mg/L Sep-01-11 Sep-01-11 Thallium, dissolved < 0.00002 0.00002 mg/L Sep-01-11 Sep-01-11 Thorium, dissolved < 0.0001 0.0001 mg/L Sep-01-11 Sep-01-11 Tin, dissolved < 0.0002 0.0002 mg/L Sep-01-11 Sep-01-11 Titanium, dissolved < 0.005 0.005 mg/L Sep-01-11 Sep-01-11 Uranium, dissolved 0.00035 0.00002 mg/L Sep-01-11 Sep-01-11 Vanadium, dissolved < 0.001 0.001 mg/L Sep-01-11 Sep-01-11 Zinc, dissolved 0.012 0.004 mg/L Sep-01-11 Sep-01-11 Zirconium, dissolved < 0.0001 0.0001 mg/L Sep-01-11 Sep-01-11
Total Recoverable Metals by ICPMS
Well 1 (K1H1070-01) Matrix: Water Sampled: Aug-24-11 11:00 Aluminum 0.033 AO ≤ 0.1 0.005 mg/L Aug-29-11 Aug-30-11 Antimony 0.0002 MAC = 0.006 0.0001 mg/L Aug-29-11 Aug-30-11 Arsenic 0.0019 MAC = 0.01 0.0005 mg/L Aug-29-11 Aug-30-11 Barium 0.037 MAC = 1 0.005 mg/L Aug-29-11 Aug-30-11 Beryllium < 0.0001 0.0001 mg/L Aug-29-11 Aug-30-11 Bismuth < 0.0001 0.0001 mg/L Aug-29-11 Aug-30-11 Boron 0.086 MAC = 5 0.004 mg/L Aug-29-11 Aug-30-11 Cadmium < 0.00001 MAC = 0.005 0.00001 mg/L Aug-29-11 Aug-30-11 Calcium 46.9 0.5 mg/L Aug-29-11 Aug-30-11 Chromium 0.0005 MAC = 0.05 0.0005 mg/L Aug-29-11 Aug-30-11 Cobalt 0.00005 0.00005 mg/L Aug-29-11 Aug-30-11 Copper 0.0019 AO ≤ 1 0.0002 mg/L Aug-29-11 Aug-30-11
CARO Analytical Services Page 3 of 22 SAMPLE DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1070 PROJECT Approval of New Sources-IHA (Ryan Rhodes) REPORTED Sep-09-11
Canadian DW Analyte Result Guideline RDL Units Prepared Analyzed Notes (Dec 10)
Total Recoverable Metals by ICPMS, Continued
Well 1 (K1H1070-01) Matrix: Water Sampled: Aug-24-11 11:00, Continued Iron 0.05 AO ≤ 0.3 0.01 mg/L Aug-29-11 Aug-30-11 Lead 0.0003 MAC = 0.01 0.0001 mg/L Aug-29-11 Aug-30-11 Lithium 0.0019 0.0001 mg/L Aug-29-11 Aug-30-11 Magnesium 11.2 0.01 mg/L Aug-29-11 Aug-30-11 Manganese 0.0018 AO ≤ 0.05 0.0002 mg/L Aug-29-11 Aug-30-11 Mercury < 0.00002 MAC = 0.001 0.00002 mg/L Aug-29-11 Aug-30-11 Molybdenum 0.0032 0.0001 mg/L Aug-29-11 Aug-30-11 Nickel 0.0003 0.0002 mg/L Aug-29-11 Aug-30-11 Phosphorus < 0.02 0.02 mg/L Aug-29-11 Aug-30-11 Potassium 1.94 0.02 mg/L Aug-29-11 Aug-30-11 Selenium 0.0008 MAC = 0.01 0.0005 mg/L Aug-29-11 Aug-30-11 Silicon 3.6 0.5 mg/L Aug-29-11 Aug-30-11 Silver < 0.00005 0.00005 mg/L Aug-29-11 Aug-30-11 Sodium 11.5 AO ≤ 200 0.02 mg/L Aug-29-11 Aug-30-11 Strontium 0.229 0.001 mg/L Aug-29-11 Aug-30-11 Tellurium < 0.0002 0.0002 mg/L Aug-29-11 Aug-30-11 Thallium < 0.00002 0.00002 mg/L Aug-29-11 Aug-30-11 Thorium < 0.0001 0.0001 mg/L Aug-29-11 Aug-30-11 Tin < 0.0002 0.0002 mg/L Aug-29-11 Aug-30-11 Titanium < 0.005 0.005 mg/L Aug-29-11 Aug-30-11 Uranium 0.00038 MAC = 0.02 0.00002 mg/L Aug-29-11 Aug-30-11 Vanadium 0.001 0.001 mg/L Aug-29-11 Aug-30-11 Zinc < 0.004 AO ≤ 5 0.004 mg/L Aug-29-11 Aug-30-11 Zirconium < 0.0001 0.0001 mg/L Aug-29-11 Aug-30-11
Microbiological Parameters
Well 1 (K1H1070-01) Matrix: Water Sampled: Aug-24-11 11:00 Sulfate Reducing Bacteria Not Detected Aug-25-11 Sep-08-11 Iron Related Bacteria Detected Aug-25-11 Sep-08-11 Coliforms, Total < 1 MAC < 1 1 CFU/100mL Aug-25-11 Aug-26-11 Coliforms, Fecal < 1 1 CFU/100mL Aug-25-11 Aug-26-11 Background Colonies 1 1 CFU/100mL Aug-25-11 Aug-26-11 Heterotrophic Plate Count 6 1 CFU/mL Aug-25-11 Aug-28-11 E. coli < 1 MAC < 1 1 CFU/100mL Aug-25-11 Aug-26-11
Aggregate Organic Parameters
Well 1 (K1H1070-01) Matrix: Water Sampled: Aug-24-11 11:00 VHw (6-10) < 100 100 ug/L Aug-29-11 Aug-30-11 VPHw < 100 100 ug/L Aug-29-11 Aug-30-11 EPHw (10-19) < 100 100 ug/L Aug-31-11 Sep-01-11 LEPHw < 100 100 ug/L Aug-31-11 Sep-01-11 EPHw (19-32) < 100 100 ug/L Aug-31-11 Sep-01-11 HEPHw < 100 100 ug/L Aug-31-11 Sep-01-11 Total PAH < 0.30 0.30 ug/L Aug-31-11 Sep-01-11
CARO Analytical Services Page 4 of 22 SAMPLE DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1070 PROJECT Approval of New Sources-IHA (Ryan Rhodes) REPORTED Sep-09-11
Canadian DW Analyte Result Guideline RDL Units Prepared Analyzed Notes (Dec 10)
Polycyclic Aromatic Hydrocarbons by GCMS
Well 1 (K1H1070-01) Matrix: Water Sampled: Aug-24-11 11:00 Acenaphthene < 0.00005 0.00005 mg/L Aug-31-11 Sep-01-11 Acenaphthylene < 0.00005 0.00005 mg/L Aug-31-11 Sep-01-11 Acridine < 0.00010 0.00010 mg/L Aug-31-11 Sep-01-11 Anthracene < 0.00005 0.00005 mg/L Aug-31-11 Sep-01-11 Benzo (a) anthracene < 0.00005 0.00005 mg/L Aug-31-11 Sep-01-11 Benzo (a) pyrene < 0.00001 MAC = 0.00001 0.00001 mg/L Aug-31-11 Sep-01-11 Benzo (b) fluoranthene < 0.00005 0.00005 mg/L Aug-31-11 Sep-01-11 Benzo (g,h,i) perylene < 0.00005 0.00005 mg/L Aug-31-11 Sep-01-11 Benzo (k) fluoranthene < 0.00005 0.00005 mg/L Aug-31-11 Sep-01-11 Chrysene < 0.00005 0.00005 mg/L Aug-31-11 Sep-01-11 Dibenz (a,h) anthracene < 0.00005 0.00005 mg/L Aug-31-11 Sep-01-11 Fluoranthene < 0.00005 0.00005 mg/L Aug-31-11 Sep-01-11 Fluorene < 0.00005 0.00005 mg/L Aug-31-11 Sep-01-11 Indeno (1,2,3-cd) pyrene < 0.00005 0.00005 mg/L Aug-31-11 Sep-01-11 Naphthalene < 0.00030 0.00030 mg/L Aug-31-11 Sep-01-11 Phenanthrene < 0.00010 0.00010 mg/L Aug-31-11 Sep-01-11 Pyrene < 0.00010 0.00010 mg/L Aug-31-11 Sep-01-11 Quinoline < 0.00010 0.00010 mg/L Aug-31-11 Sep-01-11 Surrogate: Naphthalene-d8 71 % 50-100 Aug-31-11 Sep-01-11 Surrogate: Acenaphthene-d10 84 % 50-104 Aug-31-11 Sep-01-11 Surrogate: Phenanthrene-d10 71 % 60-104 Aug-31-11 Sep-01-11 Surrogate: Chrysene-d12 67 % 60-108 Aug-31-11 Sep-01-11 Surrogate: Perylene-d12 99 % 60-109 Aug-31-11 Sep-01-11
Trihalomethane Formation Potential (APHA 5710B)
Well 1 (K1H1070-02) Matrix: Water Sampled: Aug-24-11 11:00 Incubation Temperature 20.0 C Aug-25-11 Aug-25-11 Incubation Time 7 Days Aug-25-11 Aug-25-11 Free Chlorine, Initial Dose 4.40 0.05 mg/L Aug-25-11 Aug-25-11 Free Chlorine, Final 3.60 0.05 mg/L Aug-25-11 Aug-25-11 Chlorine Demand, Free 0.8 mg/L Aug-25-11 Aug-25-11
Volatile Organic Compounds by GCMS
Well 1 (K1H1070-01) Matrix: Water Sampled: Aug-24-11 11:00 Benzene < 0.00050 MAC = 0.005 0.00050 mg/L Aug-29-11 Aug-30-11 Bromodichloromethane < 0.0010 0.0010 mg/L Aug-29-11 Aug-30-11 Bromoform < 0.0010 0.0010 mg/L Aug-29-11 Aug-30-11 Carbon tetrachloride < 0.0010 MAC = 0.005 0.0010 mg/L Aug-29-11 Aug-30-11 Chlorobenzene < 0.0010 MAC = 0.08 0.0010 mg/L Aug-29-11 Aug-30-11 Chloroethane < 0.0010 0.0010 mg/L Aug-29-11 Aug-30-11 Chloroform < 0.0010 0.0010 mg/L Aug-29-11 Aug-30-11 Dibromochloromethane < 0.0010 0.0010 mg/L Aug-29-11 Aug-30-11 1,2-Dibromoethane < 0.00030 0.00030 mg/L Aug-29-11 Aug-30-11 Dibromomethane < 0.0010 0.0010 mg/L Aug-29-11 Aug-30-11
CARO Analytical Services Page 5 of 22 SAMPLE DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1070 PROJECT Approval of New Sources-IHA (Ryan Rhodes) REPORTED Sep-09-11
Canadian DW Analyte Result Guideline RDL Units Prepared Analyzed Notes (Dec 10)
Volatile Organic Compounds by GCMS, Continued
Well 1 (K1H1070-01) Matrix: Water Sampled: Aug-24-11 11:00, Continued 1,2-Dichlorobenzene < 0.00050 MAC = 0.2 0.00050 mg/L Aug-29-11 Aug-30-11 1,3-Dichlorobenzene < 0.0010 0.0010 mg/L Aug-29-11 Aug-30-11 1,4-Dichlorobenzene < 0.0010 MAC = 0.005 0.0010 mg/L Aug-29-11 Aug-30-11 1,1-Dichloroethane < 0.0010 0.0010 mg/L Aug-29-11 Aug-30-11 1,2-Dichloroethane < 0.0010 MAC = 0.005 0.0010 mg/L Aug-29-11 Aug-30-11 1,1-Dichloroethene < 0.0010 MAC = 0.01 0.0010 mg/L Aug-29-11 Aug-30-11 cis-1,2-Dichloroethene < 0.0010 0.0010 mg/L Aug-29-11 Aug-30-11 trans-1,2-Dichloroethene < 0.0010 0.0010 mg/L Aug-29-11 Aug-30-11 1,2-Dichloropropane < 0.0010 0.0010 mg/L Aug-29-11 Aug-30-11 cis-1,3-Dichloropropene < 0.0010 0.0010 mg/L Aug-29-11 Aug-30-11 trans-1,3-Dichloropropene < 0.0010 0.0010 mg/L Aug-29-11 Aug-30-11 Ethylbenzene < 0.0010 0.0010 mg/L Aug-29-11 Aug-30-11 Methyl tert-butyl ether < 0.0010 0.0010 mg/L Aug-29-11 Aug-30-11 Dichloromethane < 0.0030 MAC = 0.05 0.0030 mg/L Aug-29-11 Aug-30-11 Styrene < 0.0010 0.0010 mg/L Aug-29-11 Aug-30-11 1,1,2,2-Tetrachloroethane < 0.0010 0.0010 mg/L Aug-29-11 Aug-30-11 Tetrachloroethylene < 0.0010 MAC = 0.03 0.0010 mg/L Aug-29-11 Aug-30-11 Toluene < 0.0010 0.0010 mg/L Aug-29-11 Aug-30-11 1,1,1-Trichloroethane < 0.0010 0.0010 mg/L Aug-29-11 Aug-30-11 1,1,2-Trichloroethane < 0.0010 0.0010 mg/L Aug-29-11 Aug-30-11 Trichloroethylene < 0.0010 MAC = 0.005 0.0010 mg/L Aug-29-11 Aug-30-11 Trichlorofluoromethane < 0.0010 0.0010 mg/L Aug-29-11 Aug-30-11 Vinyl chloride < 0.0010 MAC = 0.002 0.0010 mg/L Aug-29-11 Aug-30-11 Xylenes (total) < 0.0020 0.0020 mg/L Aug-29-11 Aug-30-11 Surrogate: Toluene-d8 89 % 80-120 Aug-29-11 Aug-30-11 Surrogate: 4-Bromofluorobenzene 104 % 80-120 Aug-29-11 Aug-30-11 Surrogate: 1,4-Dichlorobenzene-d4 112 % 80-120 Aug-29-11 Aug-30-11
Haloacetic Acids
Well 1 (K1H1070-02) Matrix: Water Sampled: Aug-24-11 11:00 Monochloroacetic Acid < 0.002 0.002 mg/L Sep-01-11 Sep-03-11 Monobromoacetic Acid < 0.002 0.002 mg/L Sep-01-11 Sep-03-11 Dichloroacetic Acid 0.006 0.002 mg/L Sep-01-11 Sep-03-11 Trichloroacetic Acid 0.003 0.002 mg/L Sep-01-11 Sep-03-11 Dibromoacetic Acid < 0.002 0.002 mg/L Sep-01-11 Sep-03-11 Total Haloacetic Acids (HAA5) 0.009 MAC = 0.08 0.004 mg/L Sep-01-11 Sep-03-11 Surrogate: 2-Bromopropionic Acid 146 % 99-165 Sep-01-11 Sep-03-11
Trihalomethane Formation Potential (APHA 5710B)
Well 1 (K1H1070-02) Matrix: Water Sampled: Aug-24-11 11:00 Total Trihalomethanes (as CHCl3) 0.011 0.003 mg/L Sep-06-11 Sep-06-11
Volatile Organic Compounds by GCMS
CARO Analytical Services Page 6 of 22 SAMPLE DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1070 PROJECT Approval of New Sources-IHA (Ryan Rhodes) REPORTED Sep-09-11
Canadian DW Analyte Result Guideline RDL Units Prepared Analyzed Notes (Dec 10)
Volatile Organic Compounds by GCMS, Continued
Well 1 (K1H1070-02) Matrix: Water Sampled: Aug-24-11 11:00 Bromodichloromethane 0.003 0.001 mg/L Sep-06-11 Sep-06-11 Bromoform < 0.001 0.001 mg/L Sep-06-11 Sep-06-11 Chloroform 0.009 0.001 mg/L Sep-06-11 Sep-06-11 Dibromochloromethane < 0.001 0.001 mg/L Sep-06-11 Sep-06-11 Trihalomethanes (total) 0.012 MAC = 0.1 0.004 mg/L Sep-06-11 Sep-06-11 Surrogate: 4-Bromofluorobenzene 102 % 80-120 Sep-06-11 Sep-06-11
CARO Analytical Services Page 7 of 22 ANALYSIS / REPORT INFORMATION
CLIENT Western Water Associates Ltd WORK ORDER # K1H1070 PROJECT Approval of New Sources-IHA (Ryan Rhodes) REPORTED Sep-09-11
Analysis Description Method Reference(s) (* = modified from) LAB Preparation Analysis
EPH in Water EPA 3510C BCMOE RMD L/HEPH in Water BCMOE RMD VH in Water EPA 5030B BCMOE RMD VOC/VH/VPH in Water BCMOE RMD Dissolved Metals by ICPMS N/A EPA 6020A RMD Conductivity, field N/A N/A SITE Oxidation-Reduction Potential N/A APHA 2580B SITE pH (field) N/A APHA 4500-H + B SITE Temperature (field) N/A Field Testing SITE Aggressiveness Index N/A Calculation KEL Alkalinity, all NO PREP APHA 2320 B KEL Total Organic Carbon N/A APHA 5310 B KEL Chloride by IC IC APHA 4110 B KEL True Colour N/A APHA 2120 B KEL Conductivity-Water NO PREP APHA 2510 B KEL Cyanide, Total Acid Digestion APHA 4500-CN KEL Fluoride by IC IC APHA 4110 B KEL Langelier Index N/A APHA 2330 B KEL Ammonia-N N/A APHA 4500-NH3 G KEL Nitrate by IC IC APHA 4110 B KEL Nitrite by IC IC APHA 4110 B KEL Organic Nitrogen (TKN - NH3-N) CALC KEL Total Kjeldahl Nitrogen N/A EPA 351.2 KEL pH NO PREP APHA 4500-H+ B KEL Total Dissolved Solids (180C) N/A APHA 2540 C KEL Sulfate by IC IC APHA 4110 B KEL Sulfide N/A APHA 4500-S D KEL Transmissivity at 254nm- Unfiltered NO PREP APHA 5910B KEL Turbidity N/A APHA 2130 B KEL Haloacetic Acids N/A EPA 552.3 RMD Background Count N/A APHA 9222 KEL Fecal Coliforms (Membrane Filtration) N/A APHA 9222 KEL Total Coliforms (Membrane Filtration) N/A APHA 9223/9222 KEL E. coli (MF) N/A APHA 9223/9222 KEL Iron Related Bacteria N/A DBISOP06 KEL Heterotrophic Plate Count N/A APHA 9215 D KEL Sulfate Reducing Bacteria N/A DBSLW05 KEL PAH in Water EPA 3510C EPA 8270D RMD Total Recoverable Metals by ICPMS EPA 200.2 * EPA 6020A RMD Chlorine Demand N/A APHA 5710 B KEL Free Chlorine, Final Dose N/A APHA 5710 B KEL Free Chlorine, Initial Dose N/A APHA 5710 B KEL Incubation Temperature N/A Thermometer KEL Incubation Time N/A N/A KEL Trihalomethanes [CALC] RMD VOC in Water EPA 5030B EPA 8260B RMD Trihalomethanes EPA 5030B EPA 8260B RMD
CARO Analytical Services Page 8 of 22 QUALITY CONTROL DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1070 PROJECT Approval of New Sources-IHA (Ryan Rhodes) REPORTED Sep-09-11
The following section reports quality control (QC) data that is associated with your sample data. Groups of samples are prepared in “batches” and analyzed in conjunction with quality control samples that ensure your data is of the highest quality. Common QC types include:
• Method Blank (Blk): Laboratory reagent water is carried through sample preparation and analysis steps. Method Blanks indicate that results are free from contamination, i.e. not biased high from sources such as the sample container or the laboratory environment
• Duplicate (Dup): Preparation and analysis of a replicate aliquot of a sample. Duplicates provide a measure of the analytical method’s precision, i.e. how reproducible a result is. Duplicates are only reported if they are associated with your sample data.
• Blank Spike (BS): A known amount of standard is carried through sample preparation and analysis steps. Blank Spikes, also known as laboratory control samples (LCS), are prepared from a different source of standard than used for the calibration. They ensure that the calibration is acceptable (i.e. not biased high or low) and also provide a measure of the analytical method’s accuracy (i.e. closeness of the result to a target value).
• Standard Reference Material (SRM): A material of similar matrix to the samples, externally certified for the parameter(s) listed. Standard Reference Materials ensure that the preparation steps in the method are adequate to achieve acceptable recoveries of the parameter(s) tested for.
Each QC type is analyzed at a 5-10% frequency, i.e. one blank/duplicate/spike for every 10 samples. For all types of QC, the specified recovery (% Rec) and relative percent difference (RPD) limits are derived from long-term method performance averages and/or prescribed by the reference method.
Reporting Spike Source % REC % RPD Analyte Result Limit Units Level Result % REC Limits % RPD Limit Notes
Aggregate Organic Parameters, Batch R102695
Blank (R102695-BLK1) Prepared: Aug-29-11, Analyzed: Aug-30-11
VHw (6-10) < 100 100 ug/L
LCS (R102695-BS2) Prepared: Aug-29-11, Analyzed: Aug-30-11
VHw (6-10) 2120 100 ug/L 2460 86 72-109 Aggregate Organic Parameters, Batch R102717
Blank (R102717-BLK1) Prepared: Aug-31-11, Analyzed: Sep-02-11
EPHw (10-19) < 100 100 ug/L EPHw (19-32) < 100 100 ug/L
LCS (R102717-BS2) Prepared: Aug-31-11, Analyzed: Sep-01-11
EPHw (10-19) 2840 100 ug/L 3480 82 61-103 EPHw (19-32) 3780 100 ug/L 5050 75 57-101 Dissolved Metals by ICPMS, Batch R102725
Blank (R102725-BLK1) Prepared: Sep-01-11, Analyzed: Sep-01-11
Aluminum, dissolved < 0.005 0.005 mg/L Antimony, dissolved < 0.0001 0.0001 mg/L Arsenic, dissolved < 0.0005 0.0005 mg/L Barium, dissolved < 0.005 0.005 mg/L Beryllium, dissolved < 0.0001 0.0001 mg/L Bismuth, dissolved < 0.0001 0.0001 mg/L Boron, dissolved < 0.004 0.004 mg/L Cadmium, dissolved < 0.00001 0.00001 mg/L Calcium, dissolved < 0.400 0.400 mg/L Chromium, dissolved < 0.0005 0.0005 mg/L Cobalt, dissolved < 0.00005 0.00005 mg/L Copper, dissolved < 0.0002 0.0002 mg/L Iron, dissolved < 0.0100 0.0100 mg/L Lead, dissolved < 0.0001 0.0001 mg/L Lithium, dissolved < 0.0001 0.0001 mg/L Magnesium, dissolved < 0.0100 0.0100 mg/L Manganese, dissolved < 0.0002 0.0002 mg/L Mercury, dissolved < 0.00002 0.00002 mg/L Molybdenum, dissolved < 0.0001 0.0001 mg/L Nickel, dissolved < 0.0002 0.0002 mg/L Phosphorus, dissolved < 0.0200 0.0200 mg/L Potassium, dissolved < 0.0200 0.0200 mg/L
CARO Analytical Services Page 9 of 22 QUALITY CONTROL DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1070 PROJECT Approval of New Sources-IHA (Ryan Rhodes) REPORTED Sep-09-11
Reporting Spike Source % REC % RPD Analyte Result Limit Units Level Result % REC Limits % RPD Limit Notes
Dissolved Metals by ICPMS, Batch R102725, Continued
Blank (R102725-BLK1), Continued Prepared: Sep-01-11, Analyzed: Sep-01-11
Selenium, dissolved < 0.0005 0.0005 mg/L Silicon, dissolved < 0.500 0.500 mg/L Silver, dissolved < 0.00005 0.00005 mg/L Sodium, dissolved < 0.0200 0.0200 mg/L Strontium, dissolved < 0.001 0.001 mg/L Tellurium, dissolved < 0.0002 0.0002 mg/L Thallium, dissolved < 0.00002 0.00002 mg/L Thorium, dissolved < 0.0001 0.0001 mg/L Tin, dissolved < 0.0002 0.0002 mg/L Titanium, dissolved < 0.005 0.005 mg/L Uranium, dissolved < 0.00002 0.00002 mg/L Vanadium, dissolved < 0.001 0.001 mg/L Zinc, dissolved < 0.004 0.004 mg/L Zirconium, dissolved < 0.0001 0.0001 mg/L
Blank (R102725-BLK2) Prepared: Sep-01-11, Analyzed: Sep-01-11
Aluminum, dissolved < 0.005 0.005 mg/L Antimony, dissolved < 0.0001 0.0001 mg/L Arsenic, dissolved < 0.0005 0.0005 mg/L Barium, dissolved < 0.005 0.005 mg/L Beryllium, dissolved < 0.0001 0.0001 mg/L Bismuth, dissolved < 0.0001 0.0001 mg/L Boron, dissolved < 0.004 0.004 mg/L Cadmium, dissolved < 0.00001 0.00001 mg/L Calcium, dissolved < 0.400 0.400 mg/L Chromium, dissolved < 0.0005 0.0005 mg/L Cobalt, dissolved < 0.00005 0.00005 mg/L Copper, dissolved < 0.0002 0.0002 mg/L Iron, dissolved < 0.0100 0.0100 mg/L Lead, dissolved < 0.0001 0.0001 mg/L Lithium, dissolved < 0.0001 0.0001 mg/L Magnesium, dissolved < 0.0100 0.0100 mg/L Manganese, dissolved < 0.0002 0.0002 mg/L Mercury, dissolved < 0.00002 0.00002 mg/L Molybdenum, dissolved < 0.0001 0.0001 mg/L Nickel, dissolved < 0.0002 0.0002 mg/L Phosphorus, dissolved < 0.0200 0.0200 mg/L Potassium, dissolved < 0.0200 0.0200 mg/L Selenium, dissolved < 0.0005 0.0005 mg/L Silicon, dissolved < 0.500 0.500 mg/L Silver, dissolved < 0.00005 0.00005 mg/L Sodium, dissolved < 0.0200 0.0200 mg/L Strontium, dissolved < 0.001 0.001 mg/L Tellurium, dissolved < 0.0002 0.0002 mg/L Thallium, dissolved < 0.00002 0.00002 mg/L Thorium, dissolved < 0.0001 0.0001 mg/L Tin, dissolved < 0.0002 0.0002 mg/L Titanium, dissolved < 0.005 0.005 mg/L Uranium, dissolved < 0.00002 0.00002 mg/L Vanadium, dissolved < 0.001 0.001 mg/L Zinc, dissolved < 0.004 0.004 mg/L Zirconium, dissolved < 0.0001 0.0001 mg/L
Reference (R102725-SRM1) Prepared: Sep-01-11, Analyzed: Sep-01-11
Aluminum, dissolved 0.209 0.005 mg/L 0.209 100 74-127 Antimony, dissolved 0.0450 0.0001 mg/L 0.0400 112 86-116 Arsenic, dissolved 0.403 0.0005 mg/L 0.404 100 84-111 Barium, dissolved 3.26 0.005 mg/L 3.12 104 87-114 Beryllium, dissolved 0.206 0.0001 mg/L 0.197 104 78-127 Boron, dissolved 1.67 0.004 mg/L 1.61 104 74-117 Cadmium, dissolved 0.190 0.00001 mg/L 0.200 95 89-110 Calcium, dissolved 7.3 0.400 mg/L 6.50 112 83-128 Chromium, dissolved 0.425 0.0005 mg/L 0.401 106 87-112
CARO Analytical Services Page 10 of 22 QUALITY CONTROL DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1070 PROJECT Approval of New Sources-IHA (Ryan Rhodes) REPORTED Sep-09-11
Reporting Spike Source % REC % RPD Analyte Result Limit Units Level Result % REC Limits % RPD Limit Notes
Dissolved Metals by ICPMS, Batch R102725, Continued
Reference (R102725-SRM1), Continued Prepared: Sep-01-11, Analyzed: Sep-01-11
Cobalt, dissolved 0.123 0.00005 mg/L 0.119 104 88-113 Copper, dissolved 0.850 0.0002 mg/L 0.781 109 91-115 Iron, dissolved 1.27 0.0100 mg/L 1.17 108 81-117 Lead, dissolved 0.111 0.0001 mg/L 0.102 109 90-114 Lithium, dissolved 0.107 0.0001 mg/L 0.0960 111 77-134 Magnesium, dissolved 6.58 0.0100 mg/L 6.11 108 79-122 Manganese, dissolved 0.320 0.0002 mg/L 0.318 101 86-114 Molybdenum, dissolved 0.405 0.0001 mg/L 0.387 105 92-113 Nickel, dissolved 0.857 0.0002 mg/L 0.789 109 89-114 Phosphorus, dissolved 0.46 0.0200 mg/L 0.448 102 60-117 Potassium, dissolved 2.89 0.0200 mg/L 2.84 102 80-113 Selenium, dissolved 0.0294 0.0005 mg/L 0.0300 98 84-120 Sodium, dissolved 18.2 0.0200 mg/L 17.4 104 78-118 Strontium, dissolved 0.981 0.001 mg/L 0.979 100 88-113 Thallium, dissolved 0.0370 0.00002 mg/L 0.0350 106 96-129 Uranium, dissolved 0.199 0.00002 mg/L 0.244 82 68-95 Vanadium, dissolved 0.806 0.001 mg/L 0.798 101 83-110 Zinc, dissolved 0.820 0.004 mg/L 0.800 103 90-115 General Parameters, Batch K103549
Blank (K103549-BLK1) Prepared: Aug-25-11, Analyzed: Aug-26-11
Carbon, Total Organic < 0.5 0.5 mg/L
Blank (K103549-BLK2) Prepared: Aug-25-11, Analyzed: Aug-26-11
Carbon, Total Organic < 0.5 0.5 mg/L
LCS (K103549-BS1) Prepared: Aug-25-11, Analyzed: Aug-26-11
Carbon, Total Organic 8.8 0.5 mg/L 10.0 88 80-121
LCS (K103549-BS2) Prepared: Aug-25-11, Analyzed: Aug-26-11
Carbon, Total Organic 8.6 0.5 mg/L 10.0 86 80-121 General Parameters, Batch K103552
Blank (K103552-BLK1) Prepared: Aug-25-11, Analyzed: Aug-25-11
Conductivity (EC) < 2 2 uS/cm
Blank (K103552-BLK2) Prepared: Aug-25-11, Analyzed: Aug-25-11
Conductivity (EC) < 2 2 uS/cm
Blank (K103552-BLK3) Prepared: Aug-25-11, Analyzed: Aug-25-11
Conductivity (EC) < 2 2 uS/cm
Blank (K103552-BLK4) Prepared: Aug-25-11, Analyzed: Aug-25-11
Conductivity (EC) < 2 2 uS/cm
Blank (K103552-BLK5) Prepared: Aug-25-11, Analyzed: Aug-25-11
Conductivity (EC) < 2 2 uS/cm
LCS (K103552-BS6) Prepared: Aug-25-11, Analyzed: Aug-25-11
Conductivity (EC) 1390 2 uS/cm 1410 99 95-105
LCS (K103552-BS7) Prepared: Aug-25-11, Analyzed: Aug-25-11
Conductivity (EC) 1380 2 uS/cm 1410 98 95-105
LCS (K103552-BS8) Prepared: Aug-25-11, Analyzed: Aug-25-11
Conductivity (EC) 1390 2 uS/cm 1410 98 95-105
CARO Analytical Services Page 11 of 22 QUALITY CONTROL DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1070 PROJECT Approval of New Sources-IHA (Ryan Rhodes) REPORTED Sep-09-11
Reporting Spike Source % REC % RPD Analyte Result Limit Units Level Result % REC Limits % RPD Limit Notes
General Parameters, Batch K103552, Continued
LCS (K103552-BS9) Prepared: Aug-25-11, Analyzed: Aug-25-11
Conductivity (EC) 1380 2 uS/cm 1410 98 95-105
LCS (K103552-BSA) Prepared: Aug-25-11, Analyzed: Aug-25-11
Conductivity (EC) 1380 2 uS/cm 1410 98 95-105
Reference (K103552-SRM1) Prepared: Aug-25-11, Analyzed: Aug-25-11
pH 7.01 0.01 pH Units 7.00 100 98-102
Reference (K103552-SRM2) Prepared: Aug-25-11, Analyzed: Aug-25-11
pH 7.01 0.01 pH Units 7.00 100 98-102
Reference (K103552-SRM3) Prepared: Aug-25-11, Analyzed: Aug-25-11
pH 7.01 0.01 pH Units 7.00 100 98-102
Reference (K103552-SRM4) Prepared: Aug-25-11, Analyzed: Aug-25-11
pH 7.02 0.01 pH Units 7.00 100 98-102
Reference (K103552-SRM5) Prepared: Aug-25-11, Analyzed: Aug-25-11
pH 7.01 0.01 pH Units 7.00 100 98-102 General Parameters, Batch K103553
Blank (K103553-BLK1) Prepared: Aug-25-11, Analyzed: Aug-26-11
Alkalinity, Total as CaCO3 < 1.0 1.0 mg/L Alkalinity, Carbonate as CaCO3 < 1.0 1.0 mg/L Alkalinity, Bicarbonate as CaCO3 < 1.0 1.0 mg/L Alkalinity, Hydroxide as CaCO3 < 1.0 1.0 mg/L
LCS (K103553-BS1) Prepared: Aug-25-11, Analyzed: Aug-26-11
Alkalinity, Total as CaCO3 105 1.0 mg/L 100 105 96-108 General Parameters, Batch K103554
Blank (K103554-BLK1) Prepared: Aug-25-11, Analyzed: Aug-25-11
Colour, True < 5 5 Color Unit
Blank (K103554-BLK2) Prepared: Aug-25-11, Analyzed: Aug-25-11
Colour, True < 5 5 Color Unit
LCS (K103554-BS1) Prepared: Aug-25-11, Analyzed: Aug-25-11
Colour, True 32 5 Color Unit 32.0 100 98-102
LCS (K103554-BS2) Prepared: Aug-25-11, Analyzed: Aug-25-11
Colour, True 32 5 Color Unit 32.0 100 98-102 General Parameters, Batch K103567
Blank (K103567-BLK1) Prepared: Aug-26-11, Analyzed: Aug-29-11
Sulfide < 0.05 0.05 mg/L
LCS (K103567-BS1) Prepared: Aug-26-11, Analyzed: Aug-29-11
Sulfide 0.11 0.05 mg/L 0.100 106 71-122 General Parameters, Batch K103569
Blank (K103569-BLK1) Prepared: Aug-26-11, Analyzed: Aug-26-11
Nitrogen, Ammonia as N < 0.01 0.01 mg/L
CARO Analytical Services Page 12 of 22 QUALITY CONTROL DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1070 PROJECT Approval of New Sources-IHA (Ryan Rhodes) REPORTED Sep-09-11
Reporting Spike Source % REC % RPD Analyte Result Limit Units Level Result % REC Limits % RPD Limit Notes
General Parameters, Batch K103569, Continued
Blank (K103569-BLK2) Prepared: Aug-26-11, Analyzed: Aug-26-11
Nitrogen, Ammonia as N < 0.01 0.01 mg/L
Blank (K103569-BLK3) Prepared: Aug-26-11, Analyzed: Aug-26-11
Nitrogen, Ammonia as N < 0.01 0.01 mg/L
Blank (K103569-BLK4) Prepared: Aug-26-11, Analyzed: Aug-26-11
Nitrogen, Ammonia as N < 0.01 0.01 mg/L
Blank (K103569-BLK5) Prepared: Aug-26-11, Analyzed: Aug-26-11
Nitrogen, Ammonia as N < 0.01 0.01 mg/L
Blank (K103569-BLK6) Prepared: Aug-26-11, Analyzed: Aug-26-11
Nitrogen, Ammonia as N < 0.01 0.01 mg/L
LCS (K103569-BS1) Prepared: Aug-26-11, Analyzed: Aug-26-11
Nitrogen, Ammonia as N 10.0 0.10 mg/L 10.0 100 85-115
LCS (K103569-BS2) Prepared: Aug-26-11, Analyzed: Aug-26-11
Nitrogen, Ammonia as N 9.90 0.10 mg/L 10.0 99 85-115
LCS (K103569-BS3) Prepared: Aug-26-11, Analyzed: Aug-26-11
Nitrogen, Ammonia as N 10.1 0.10 mg/L 10.0 101 85-115
LCS (K103569-BS4) Prepared: Aug-26-11, Analyzed: Aug-26-11
Nitrogen, Ammonia as N 9.87 0.10 mg/L 10.0 99 85-115
LCS (K103569-BS5) Prepared: Aug-26-11, Analyzed: Aug-26-11
Nitrogen, Ammonia as N 9.74 0.10 mg/L 10.0 97 85-115
LCS (K103569-BS6) Prepared: Aug-26-11, Analyzed: Aug-26-11
Nitrogen, Ammonia as N 9.90 0.10 mg/L 10.0 99 85-115
Duplicate (K103569-DUP1) Source: K1H1070-01 Prepared: Aug-26-11, Analyzed: Aug-26-11
Nitrogen, Ammonia as N < 0.01 0.01 mg/L < 0.01 20 General Parameters, Batch K103576
Blank (K103576-BLK1) Prepared: Aug-26-11, Analyzed: Aug-26-11
Turbidity < 0.1 0.1 NTU
Blank (K103576-BLK2) Prepared: Aug-26-11, Analyzed: Aug-26-11
Turbidity < 0.1 0.1 NTU
LCS (K103576-BS1) Prepared: Aug-26-11, Analyzed: Aug-26-11
Turbidity 39 0.1 NTU 40.0 97 85-115
LCS (K103576-BS2) Prepared: Aug-26-11, Analyzed: Aug-26-11
Turbidity 38 0.1 NTU 40.0 96 85-115 General Parameters, Batch K103583
Blank (K103583-BLK1) Prepared: Aug-26-11, Analyzed: Aug-26-11
Chloride < 0.10 0.10 mg/L Fluoride < 0.01 0.01 mg/L Nitrogen, Nitrate as N < 0.005 0.005 mg/L Nitrogen, Nitrite as N < 0.003 0.003 mg/L Sulfate < 0.5 0.5 mg/L
CARO Analytical Services Page 13 of 22 QUALITY CONTROL DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1070 PROJECT Approval of New Sources-IHA (Ryan Rhodes) REPORTED Sep-09-11
Reporting Spike Source % REC % RPD Analyte Result Limit Units Level Result % REC Limits % RPD Limit Notes
General Parameters, Batch K103583, Continued
Blank (K103583-BLK2) Prepared: Aug-26-11, Analyzed: Aug-27-11
Chloride < 0.10 0.10 mg/L Fluoride < 0.01 0.01 mg/L Nitrogen, Nitrate as N < 0.005 0.005 mg/L Nitrogen, Nitrite as N < 0.003 0.003 mg/L Sulfate < 0.5 0.5 mg/L
Blank (K103583-BLK3) Prepared: Aug-26-11, Analyzed: Aug-27-11
Chloride < 0.10 0.10 mg/L Fluoride < 0.01 0.01 mg/L Nitrogen, Nitrate as N < 0.005 0.005 mg/L Nitrogen, Nitrite as N < 0.003 0.003 mg/L Sulfate < 0.5 0.5 mg/L
Blank (K103583-BLK4) Prepared: Aug-26-11, Analyzed: Aug-27-11
Chloride < 0.10 0.10 mg/L Fluoride < 0.01 0.01 mg/L Nitrogen, Nitrate as N < 0.005 0.005 mg/L Nitrogen, Nitrite as N < 0.003 0.003 mg/L Sulfate < 0.5 0.5 mg/L
Blank (K103583-BLK5) Prepared: Aug-26-11, Analyzed: Aug-27-11
Chloride < 0.10 0.10 mg/L Fluoride < 0.01 0.01 mg/L Nitrogen, Nitrate as N < 0.005 0.005 mg/L Nitrogen, Nitrite as N < 0.003 0.003 mg/L Sulfate < 0.5 0.5 mg/L
LCS (K103583-BS1) Prepared: Aug-26-11, Analyzed: Aug-26-11
Chloride 3.90 0.10 mg/L 4.00 98 85-115 Fluoride 3.97 0.01 mg/L 4.00 99 85-115 Nitrogen, Nitrate as N 4.17 0.005 mg/L 4.00 104 85-115 Nitrogen, Nitrite as N 4.16 0.003 mg/L 4.00 104 85-115 Sulfate 4.1 0.5 mg/L 4.00 102 85-115
LCS (K103583-BS2) Prepared: Aug-26-11, Analyzed: Aug-27-11
Chloride 3.93 0.10 mg/L 4.00 98 85-115 Fluoride 4.00 0.01 mg/L 4.00 100 85-115 Nitrogen, Nitrate as N 4.20 0.005 mg/L 4.00 105 85-115 Nitrogen, Nitrite as N 4.17 0.003 mg/L 4.00 104 85-115 Sulfate 4.1 0.5 mg/L 4.00 103 85-115
LCS (K103583-BS3) Prepared: Aug-26-11, Analyzed: Aug-27-11
Chloride 3.94 0.10 mg/L 4.00 98 85-115 Fluoride 4.01 0.01 mg/L 4.00 100 85-115 Nitrogen, Nitrate as N 4.20 0.005 mg/L 4.00 105 85-115 Nitrogen, Nitrite as N 4.18 0.003 mg/L 4.00 104 85-115 Sulfate 4.1 0.5 mg/L 4.00 103 85-115
LCS (K103583-BS4) Prepared: Aug-26-11, Analyzed: Aug-27-11
Chloride 3.94 0.10 mg/L 4.00 98 85-115 Fluoride 4.00 0.01 mg/L 4.00 100 85-115 Nitrogen, Nitrate as N 4.20 0.005 mg/L 4.00 105 85-115 Nitrogen, Nitrite as N 4.18 0.003 mg/L 4.00 104 85-115 Sulfate 4.1 0.5 mg/L 4.00 103 85-115
LCS (K103583-BS5) Prepared: Aug-26-11, Analyzed: Aug-27-11
Chloride 3.92 0.10 mg/L 4.00 98 85-115 Fluoride 3.99 0.01 mg/L 4.00 100 85-115 Nitrogen, Nitrate as N 4.19 0.005 mg/L 4.00 105 85-115 Nitrogen, Nitrite as N 4.17 0.003 mg/L 4.00 104 85-115 Sulfate 4.2 0.5 mg/L 4.00 104 85-115
CARO Analytical Services Page 14 of 22 QUALITY CONTROL DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1070 PROJECT Approval of New Sources-IHA (Ryan Rhodes) REPORTED Sep-09-11
Reporting Spike Source % REC % RPD Analyte Result Limit Units Level Result % REC Limits % RPD Limit Notes
General Parameters, Batch K103590
Blank (K103590-BLK1) Prepared: Aug-26-11, Analyzed: Aug-31-11
Nitrogen, Total Kjeldahl < 0.05 0.05 mg/L
Blank (K103590-BLK2) Prepared: Aug-26-11, Analyzed: Aug-31-11
Nitrogen, Total Kjeldahl < 0.05 0.05 mg/L
LCS (K103590-BS1) Prepared: Aug-26-11, Analyzed: Aug-31-11
Nitrogen, Total Kjeldahl 11.0 0.50 mg/L 10.0 110 89-118
LCS (K103590-BS2) Prepared: Aug-26-11, Analyzed: Aug-31-11
Nitrogen, Total Kjeldahl 10.7 0.50 mg/L 10.0 107 89-118 General Parameters, Batch K103607
Blank (K103607-BLK1) Prepared: Aug-29-11, Analyzed: Aug-29-11
Cyanide (total) < 0.01 0.01 mg/L
Blank (K103607-BLK2) Prepared: Aug-29-11, Analyzed: Aug-29-11
Cyanide (total) < 0.01 0.01 mg/L
Blank (K103607-BLK3) Prepared: Aug-29-11, Analyzed: Aug-29-11
Cyanide (total) < 0.01 0.01 mg/L
LCS (K103607-BS1) Prepared: Aug-29-11, Analyzed: Aug-29-11
Cyanide (total) 8.68 0.01 mg/L 10.0 87 78-120
LCS (K103607-BS2) Prepared: Aug-29-11, Analyzed: Aug-29-11
Cyanide (total) 8.65 0.01 mg/L 10.0 86 78-120
LCS (K103607-BS3) Prepared: Aug-29-11, Analyzed: Aug-29-11
Cyanide (total) 8.62 0.01 mg/L 10.0 86 78-120 General Parameters, Batch K103613
Blank (K103613-BLK1) Prepared: Aug-29-11, Analyzed: Aug-30-11
Solids, Total Dissolved < 5 5 mg/L
Blank (K103613-BLK2) Prepared: Aug-29-11, Analyzed: Aug-30-11
Solids, Total Dissolved < 5 5 mg/L
Reference (K103613-SRM1) Prepared: Aug-29-11, Analyzed: Aug-30-11
Solids, Total Dissolved 266 5 mg/L 240 111 85-115
Reference (K103613-SRM2) Prepared: Aug-29-11, Analyzed: Aug-30-11
Solids, Total Dissolved 274 5 mg/L 240 114 85-115 General Parameters, Batch K103626
Blank (K103626-BLK1) Prepared: Aug-30-11, Analyzed: Aug-30-11
UV Transmittance @ 254nm - Unfiltered < 0.1 0.1 %
Reference (K103626-SRM1) Prepared: Aug-30-11, Analyzed: Aug-30-11
UV Transmittance @ 254nm - Unfiltered 73.2 0.1 % 66.6 110 80-120 Haloacetic Acids, Batch R102731
Blank (R102731-BLK1) Prepared: Sep-01-11, Analyzed: Sep-02-11
Monochloroacetic Acid < 0.002 0.002 mg/L Monobromoacetic Acid < 0.002 0.002 mg/L Dichloroacetic Acid < 0.002 0.002 mg/L
CARO Analytical Services Page 15 of 22 QUALITY CONTROL DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1070 PROJECT Approval of New Sources-IHA (Ryan Rhodes) REPORTED Sep-09-11
Reporting Spike Source % REC % RPD Analyte Result Limit Units Level Result % REC Limits % RPD Limit Notes
Haloacetic Acids, Batch R102731, Continued
Blank (R102731-BLK1), Continued Prepared: Sep-01-11, Analyzed: Sep-02-11
Trichloroacetic Acid < 0.002 0.002 mg/L Dibromoacetic Acid < 0.002 0.002 mg/L Total Haloacetic Acids (HAA5) < 0.004 0.004 mg/L Surrogate: 2-Bromopropionic Acid 0.0129 mg/L 0.0116 111 99-165
LCS (R102731-BS1) Prepared: Sep-01-11, Analyzed: Sep-02-11
Monochloroacetic Acid 0.027 0.002 mg/L 0.0502 53 49-77 Monobromoacetic Acid 0.025 0.002 mg/L 0.0335 74 53-98 Dichloroacetic Acid 0.055 0.002 mg/L 0.0502 110 104-152 Trichloroacetic Acid 0.015 0.002 mg/L 0.0167 87 81-141 Dibromoacetic Acid 0.023 0.002 mg/L 0.0167 139 90-161 Surrogate: 2-Bromopropionic Acid 0.0135 mg/L 0.0116 116 99-165
Duplicate (R102731-DUP1) Source: K1H1070-02 Prepared: Sep-01-11, Analyzed: Sep-02-11
Monochloroacetic Acid < 0.002 0.002 mg/L < 0.002 20 Monobromoacetic Acid < 0.002 0.002 mg/L < 0.002 20 Dichloroacetic Acid 0.006 0.002 mg/L 0.006 20 Trichloroacetic Acid 0.003 0.002 mg/L 0.003 20 Dibromoacetic Acid < 0.002 0.002 mg/L < 0.002 20 Surrogate: 2-Bromopropionic Acid 0.0126 mg/L 0.0116 108 99-165 Microbiological Parameters, Batch K103547
Blank (K103547-BLK1) Prepared: Aug-25-11, Analyzed: Aug-26-11
Coliforms, Total < 1 1 CFU/100mL E. coli < 1 1 CFU/100mL
Blank (K103547-BLK2) Prepared: Aug-25-11, Analyzed: Aug-26-11
Coliforms, Total < 1 1 CFU/100mL E. coli < 1 1 CFU/100mL
Blank (K103547-BLK3) Prepared: Aug-25-11, Analyzed: Aug-26-11
Coliforms, Total < 1 1 CFU/100mL E. coli < 1 1 CFU/100mL
Blank (K103547-BLK4) Prepared: Aug-25-11, Analyzed: Aug-26-11
Coliforms, Total < 1 1 CFU/100mL E. coli < 1 1 CFU/100mL
Blank (K103547-BLK5) Prepared: Aug-25-11, Analyzed: Aug-26-11
Coliforms, Total < 1 1 CFU/100mL E. coli < 1 1 CFU/100mL
Blank (K103547-BLK6) Prepared: Aug-25-11, Analyzed: Aug-26-11
Coliforms, Total < 1 1 CFU/100mL E. coli < 1 1 CFU/100mL
Blank (K103547-BLK7) Prepared: Aug-25-11, Analyzed: Aug-26-11
Coliforms, Total < 1 1 CFU/100mL E. coli < 1 1 CFU/100mL Microbiological Parameters, Batch K103548
Blank (K103548-BLK1) Prepared: Aug-25-11, Analyzed: Aug-26-11
Coliforms, Fecal < 1 1 CFU/100mL Microbiological Parameters, Batch K103555
Blank (K103555-BLK1) Prepared: Aug-25-11, Analyzed: Aug-28-11
Heterotrophic Plate Count < 1 1 CFU/mL
CARO Analytical Services Page 16 of 22 QUALITY CONTROL DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1070 PROJECT Approval of New Sources-IHA (Ryan Rhodes) REPORTED Sep-09-11
Reporting Spike Source % REC % RPD Analyte Result Limit Units Level Result % REC Limits % RPD Limit Notes
Microbiological Parameters, Batch K103555, Continued
Blank (K103555-BLK2) Prepared: Aug-25-11, Analyzed: Aug-28-11
Heterotrophic Plate Count < 1 1 CFU/mL
Duplicate (K103555-DUP1) Source: K1H1070-01 Prepared: Aug-25-11, Analyzed: Aug-28-11
Heterotrophic Plate Count 5.0 1 CFU/mL 6.0 18 40 Microbiological Parameters, Batch K103560
Blank (K103560-BLK1) Prepared: Aug-25-11, Analyzed: Sep-08-11
Iron Related Bacteria Not Detected -
Duplicate (K103560-DUP1) Source: K1H1070-01 Prepared: Aug-25-11, Analyzed: Sep-08-11
Iron Related Bacteria Detected - Detected 200 Microbiological Parameters, Batch K103561
Blank (K103561-BLK1) Prepared: Aug-25-11, Analyzed: Sep-08-11
Sulfate Reducing Bacteria Not Detected -
Duplicate (K103561-DUP1) Source: K1H1070-01 Prepared: Aug-25-11, Analyzed: Sep-08-11
Sulfate Reducing Bacteria Not Detected - Not 200 Detected Polycyclic Aromatic Hydrocarbons by GCMS, Batch R102717
Blank (R102717-BLK1) Prepared: Aug-31-11, Analyzed: Sep-02-11
Acenaphthene < 0.00005 0.00005 mg/L Acenaphthylene < 0.00005 0.00005 mg/L Acridine < 0.0001 0.0001 mg/L Anthracene < 0.00005 0.00005 mg/L Benzo (a) anthracene < 0.00005 0.00005 mg/L Benzo (a) pyrene < 0.00001 0.00001 mg/L Benzo (b) fluoranthene < 0.00005 0.00005 mg/L Benzo (g,h,i) perylene < 0.00005 0.00005 mg/L Benzo (k) fluoranthene < 0.00005 0.00005 mg/L Chrysene < 0.00005 0.00005 mg/L Dibenz (a,h) anthracene < 0.00005 0.00005 mg/L Fluoranthene < 0.00005 0.00005 mg/L Fluorene < 0.00005 0.00005 mg/L Indeno (1,2,3-cd) pyrene < 0.00005 0.00005 mg/L Naphthalene < 0.0003 0.0003 mg/L Phenanthrene < 0.0001 0.0001 mg/L Pyrene < 0.0001 0.0001 mg/L Quinoline < 0.0001 0.0001 mg/L Surrogate: Naphthalene-d8 0.000579 mg/L 0.00100 58 50-100 Surrogate: Acenaphthene-d10 0.000697 mg/L 0.00100 70 50-104 Surrogate: Phenanthrene-d10 0.000692 mg/L 0.00100 69 60-104 Surrogate: Chrysene-d12 0.000630 mg/L 0.00100 63 60-108 Surrogate: Perylene-d12 0.000789 mg/L 0.00100 79 60-109
LCS (R102717-BS1) Prepared: Aug-31-11, Analyzed: Sep-01-11
Acenaphthene 0.0008 0.00005 mg/L 0.00100 76 57-103 Acenaphthylene 0.0008 0.00005 mg/L 0.00100 77 56-100 Anthracene 0.0009 0.00005 mg/L 0.00100 87 52-93 Benzo (a) anthracene 0.0008 0.00005 mg/L 0.00100 77 64-111 Benzo (a) pyrene 0.0009 0.00001 mg/L 0.00100 91 61-106 Benzo (b) fluoranthene 0.0009 0.00005 mg/L 0.00100 85 62-109 Benzo (g,h,i) perylene 0.0009 0.00005 mg/L 0.00100 87 62-108 Benzo (k) fluoranthene 0.0007 0.00005 mg/L 0.00100 72 66-113 Chrysene 0.0008 0.00005 mg/L 0.00100 79 62-117 Dibenz (a,h) anthracene 0.0009 0.00005 mg/L 0.00100 86 60-113 Fluoranthene 0.001 0.00005 mg/L 0.00100 105 69-110
CARO Analytical Services Page 17 of 22 QUALITY CONTROL DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1070 PROJECT Approval of New Sources-IHA (Ryan Rhodes) REPORTED Sep-09-11
Reporting Spike Source % REC % RPD Analyte Result Limit Units Level Result % REC Limits % RPD Limit Notes
Polycyclic Aromatic Hydrocarbons by GCMS, Batch R102717, Continued
LCS (R102717-BS1), Continued Prepared: Aug-31-11, Analyzed: Sep-01-11
Fluorene 0.0008 0.00005 mg/L 0.00100 81 60-106 Indeno (1,2,3-cd) pyrene 0.0008 0.00005 mg/L 0.00100 81 60-108 Naphthalene 0.0008 0.0003 mg/L 0.00100 77 57-108 Phenanthrene 0.0008 0.0001 mg/L 0.00100 84 63-110 Pyrene 0.001 0.0001 mg/L 0.00100 107 67-118 Surrogate: Naphthalene-d8 0.000561 mg/L 0.00100 56 50-100 Surrogate: Acenaphthene-d10 0.000757 mg/L 0.00100 76 50-104 Surrogate: Phenanthrene-d10 0.000744 mg/L 0.00100 74 60-104 Surrogate: Chrysene-d12 0.000609 mg/L 0.00100 61 60-108 Surrogate: Perylene-d12 0.000853 mg/L 0.00100 85 60-109 Total Recoverable Metals by ICPMS, Batch R102693
Blank (R102693-BLK1) Prepared: Aug-29-11, Analyzed: Aug-30-11
Aluminum < 0.005 0.005 mg/L Antimony < 0.0001 0.0001 mg/L Arsenic < 0.0005 0.0005 mg/L Barium < 0.005 0.005 mg/L Beryllium < 0.0001 0.0001 mg/L Bismuth < 0.0001 0.0001 mg/L Boron < 0.004 0.004 mg/L Cadmium < 0.00001 0.00001 mg/L Calcium < 0.5 0.5 mg/L Chromium < 0.0005 0.0005 mg/L Cobalt < 0.00005 0.00005 mg/L Copper < 0.0002 0.0002 mg/L Iron < 0.01 0.01 mg/L Lead < 0.0001 0.0001 mg/L Lithium < 0.0001 0.0001 mg/L Magnesium < 0.01 0.01 mg/L Manganese < 0.0002 0.0002 mg/L Mercury < 0.00002 0.00002 mg/L Molybdenum < 0.0001 0.0001 mg/L Nickel < 0.0002 0.0002 mg/L Phosphorus < 0.02 0.02 mg/L Potassium < 0.02 0.02 mg/L Selenium < 0.0005 0.0005 mg/L Silicon < 0.5 0.5 mg/L Silver < 0.00005 0.00005 mg/L Sodium < 0.02 0.02 mg/L Strontium < 0.001 0.001 mg/L Tellurium < 0.0002 0.0002 mg/L Thallium < 0.00002 0.00002 mg/L Thorium < 0.0001 0.0001 mg/L Tin < 0.0002 0.0002 mg/L Titanium < 0.005 0.005 mg/L Uranium < 0.00002 0.00002 mg/L Vanadium < 0.001 0.001 mg/L Zinc < 0.004 0.004 mg/L Zirconium < 0.0001 0.0001 mg/L
Blank (R102693-BLK2) Prepared: Aug-29-11, Analyzed: Aug-30-11
Aluminum < 0.005 0.005 mg/L Antimony < 0.0001 0.0001 mg/L Arsenic < 0.0005 0.0005 mg/L Barium < 0.005 0.005 mg/L Beryllium < 0.0001 0.0001 mg/L Bismuth < 0.0001 0.0001 mg/L Boron < 0.004 0.004 mg/L Cadmium < 0.00001 0.00001 mg/L Calcium < 0.5 0.5 mg/L Chromium < 0.0005 0.0005 mg/L Cobalt < 0.00005 0.00005 mg/L
CARO Analytical Services Page 18 of 22 QUALITY CONTROL DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1070 PROJECT Approval of New Sources-IHA (Ryan Rhodes) REPORTED Sep-09-11
Reporting Spike Source % REC % RPD Analyte Result Limit Units Level Result % REC Limits % RPD Limit Notes
Total Recoverable Metals by ICPMS, Batch R102693, Continued
Blank (R102693-BLK2), Continued Prepared: Aug-29-11, Analyzed: Aug-30-11
Copper < 0.0002 0.0002 mg/L Iron < 0.01 0.01 mg/L Lead < 0.0001 0.0001 mg/L Lithium < 0.0001 0.0001 mg/L Magnesium < 0.01 0.01 mg/L Manganese < 0.0002 0.0002 mg/L Mercury < 0.00002 0.00002 mg/L Molybdenum < 0.0001 0.0001 mg/L Nickel < 0.0002 0.0002 mg/L Phosphorus < 0.02 0.02 mg/L Potassium < 0.02 0.02 mg/L Selenium < 0.0005 0.0005 mg/L Silicon < 0.5 0.5 mg/L Silver < 0.00005 0.00005 mg/L Sodium < 0.02 0.02 mg/L Strontium < 0.001 0.001 mg/L Tellurium < 0.0002 0.0002 mg/L Thallium < 0.00002 0.00002 mg/L Thorium < 0.0001 0.0001 mg/L Tin < 0.0002 0.0002 mg/L Titanium < 0.005 0.005 mg/L Uranium < 0.00002 0.00002 mg/L Vanadium < 0.001 0.001 mg/L Zinc < 0.004 0.004 mg/L Zirconium < 0.0001 0.0001 mg/L
Duplicate (R102693-DUP2) Source: K1H1070-01 Prepared: Aug-29-11, Analyzed: Aug-30-11
Aluminum 0.037 0.005 mg/L 0.033 13 30 Antimony 0.0001 0.0001 mg/L 0.0002 25 Arsenic 0.0019 0.0005 mg/L 0.0019 25 Barium 0.037 0.005 mg/L 0.037 1 30 Beryllium < 0.0001 0.0001 mg/L < 0.0001 30 Bismuth < 0.0001 0.0001 mg/L < 0.0001 30 Boron 0.085 0.004 mg/L 0.086 2 40 Cadmium < 0.00001 0.00001 mg/L < 0.00001 20 Calcium 46.8 0.5 mg/L 46.9 < 1 20 Chromium 0.0005 0.0005 mg/L 0.0005 25 Cobalt 0.00006 0.00005 mg/L 0.00005 20 Copper 0.0020 0.0002 mg/L 0.0019 6 30 Iron 0.07 0.01 mg/L 0.05 29 30 Lead 0.0003 0.0001 mg/L 0.0003 20 Lithium 0.0019 0.0001 mg/L 0.0019 < 1 30 Magnesium 11.1 0.01 mg/L 11.2 < 1 20 Manganese 0.0021 0.0002 mg/L 0.0018 15 20 Mercury < 0.00002 0.00002 mg/L < 0.00002 40 Molybdenum 0.0031 0.0001 mg/L 0.0032 3 20 Nickel 0.0004 0.0002 mg/L 0.0003 20 Phosphorus < 0.02 0.02 mg/L < 0.02 20 Potassium 1.94 0.02 mg/L 1.94 < 1 20 Selenium 0.0011 0.0005 mg/L 0.0008 30 Silicon 3.6 0.5 mg/L 3.6 1 40 Silver < 0.00005 0.00005 mg/L < 0.00005 30 Sodium 11.5 0.02 mg/L 11.5 < 1 20 Strontium 0.229 0.001 mg/L 0.229 < 1 20 Tellurium < 0.0002 0.0002 mg/L < 0.0002 30 Thallium < 0.00002 0.00002 mg/L < 0.00002 20 Thorium < 0.0001 0.0001 mg/L < 0.0001 30 Tin < 0.0002 0.0002 mg/L < 0.0002 40 Titanium < 0.005 0.005 mg/L < 0.005 30 Uranium 0.00038 0.00002 mg/L 0.00038 1 20 Vanadium 0.001 0.001 mg/L 0.001 20 Zinc 0.013 0.004 mg/L < 0.004 20 Zirconium < 0.0001 0.0001 mg/L < 0.0001 40
CARO Analytical Services Page 19 of 22 QUALITY CONTROL DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1070 PROJECT Approval of New Sources-IHA (Ryan Rhodes) REPORTED Sep-09-11
Reporting Spike Source % REC % RPD Analyte Result Limit Units Level Result % REC Limits % RPD Limit Notes
Total Recoverable Metals by ICPMS, Batch R102693, Continued
Reference (R102693-SRM1) Prepared: Aug-29-11, Analyzed: Aug-30-11
Aluminum 0.288 0.005 mg/L 0.296 97 81-129 Antimony 0.0524 0.0001 mg/L 0.0505 104 88-114 Arsenic 0.127 0.0005 mg/L 0.122 104 88-114 Barium 0.801 0.005 mg/L 0.777 103 72-104 Beryllium 0.0494 0.0001 mg/L 0.0488 101 76-131 Boron 3.59 0.004 mg/L 3.40 106 75-121 Cadmium 0.0518 0.00001 mg/L 0.0490 106 89-111 Calcium 10.9 0.5 mg/L 10.2 107 86-121 Chromium 0.258 0.0005 mg/L 0.242 106 89-114 Cobalt 0.0403 0.00005 mg/L 0.0366 110 91-113 Copper 0.540 0.0002 mg/L 0.487 111 91-115 Iron 0.52 0.01 mg/L 0.469 111 77-124 Lead 0.215 0.0001 mg/L 0.193 112 92-113 Lithium 0.406 0.0001 mg/L 0.390 104 85-115 Magnesium 3.61 0.01 mg/L 3.31 109 78-120 Manganese 0.118 0.0002 mg/L 0.109 109 90-114 Mercury 0.00504 0.00002 mg/L 0.00456 110 50-150 Molybdenum 0.210 0.0001 mg/L 0.197 107 90-111 Nickel 0.260 0.0002 mg/L 0.242 107 90-111 Phosphorus 0.23 0.02 mg/L 0.233 97 85-115 Potassium 6.45 0.02 mg/L 5.93 109 84-113 Selenium 0.122 0.0005 mg/L 0.115 106 85-115 Sodium 8.04 0.02 mg/L 7.64 105 82-123 Strontium 0.379 0.001 mg/L 0.363 104 88-112 Thallium 0.0866 0.00002 mg/L 0.0794 109 91-114 Uranium 0.0195 0.00002 mg/L 0.0192 101 85-120 Vanadium 0.392 0.001 mg/L 0.376 104 86-111 Zinc 2.51 0.004 mg/L 2.42 104 85-111
Reference (R102693-SRM2) Prepared: Aug-29-11, Analyzed: Aug-30-11
Aluminum 0.296 0.005 mg/L 0.296 100 81-129 Antimony 0.0534 0.0001 mg/L 0.0505 106 88-114 Arsenic 0.127 0.0005 mg/L 0.122 104 88-114 Barium 0.806 0.005 mg/L 0.777 104 72-104 Beryllium 0.0490 0.0001 mg/L 0.0488 100 76-131 Boron 3.61 0.004 mg/L 3.40 106 75-121 Cadmium 0.0517 0.00001 mg/L 0.0490 105 89-111 Calcium 10.9 0.5 mg/L 10.2 106 86-121 Chromium 0.260 0.0005 mg/L 0.242 107 89-114 Cobalt 0.0407 0.00005 mg/L 0.0366 111 91-113 Copper 0.548 0.0002 mg/L 0.487 112 91-115 Iron 0.51 0.01 mg/L 0.469 110 77-124 Lead 0.218 0.0001 mg/L 0.193 113 92-113 Lithium 0.397 0.0001 mg/L 0.390 102 85-115 Magnesium 3.54 0.01 mg/L 3.31 107 78-120 Manganese 0.112 0.0002 mg/L 0.109 103 90-114 Mercury 0.00510 0.00002 mg/L 0.00456 112 50-150 Molybdenum 0.212 0.0001 mg/L 0.197 108 90-111 Nickel 0.262 0.0002 mg/L 0.242 108 90-111 Phosphorus 0.20 0.02 mg/L 0.233 87 85-115 Potassium 6.34 0.02 mg/L 5.93 107 84-113 Selenium 0.118 0.0005 mg/L 0.115 102 85-115 Sodium 8.17 0.02 mg/L 7.64 107 82-123 Strontium 0.368 0.001 mg/L 0.363 101 88-112 Thallium 0.0869 0.00002 mg/L 0.0794 109 91-114 Uranium 0.0195 0.00002 mg/L 0.0192 102 85-120 Vanadium 0.396 0.001 mg/L 0.376 105 86-111 Zinc 2.52 0.004 mg/L 2.42 104 85-111 Volatile Organic Compounds by GCMS, Batch R102695
Blank (R102695-BLK1) Prepared: Aug-29-11, Analyzed: Aug-30-11
Benzene < 0.0005 0.0005 mg/L
CARO Analytical Services Page 20 of 22 QUALITY CONTROL DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1070 PROJECT Approval of New Sources-IHA (Ryan Rhodes) REPORTED Sep-09-11
Reporting Spike Source % REC % RPD Analyte Result Limit Units Level Result % REC Limits % RPD Limit Notes
Volatile Organic Compounds by GCMS, Batch R102695, Continued
Blank (R102695-BLK1), Continued Prepared: Aug-29-11, Analyzed: Aug-30-11
Bromodichloromethane < 0.0010 0.0010 mg/L Bromoform < 0.0010 0.0010 mg/L Carbon tetrachloride < 0.0010 0.0010 mg/L Chlorobenzene < 0.0010 0.0010 mg/L Chloroethane < 0.0010 0.0010 mg/L Chloroform < 0.0010 0.0010 mg/L Dibromochloromethane < 0.0010 0.0010 mg/L 1,2-Dibromoethane < 0.0003 0.0003 mg/L Dibromomethane < 0.0010 0.0010 mg/L 1,2-Dichlorobenzene < 0.0005 0.0005 mg/L 1,3-Dichlorobenzene < 0.0010 0.0010 mg/L 1,4-Dichlorobenzene < 0.0010 0.0010 mg/L 1,1-Dichloroethane < 0.0010 0.0010 mg/L 1,2-Dichloroethane < 0.0010 0.0010 mg/L 1,1-Dichloroethene < 0.0010 0.0010 mg/L cis-1,2-Dichloroethene < 0.0010 0.0010 mg/L trans-1,2-Dichloroethene < 0.0010 0.0010 mg/L 1,2-Dichloropropane < 0.0010 0.0010 mg/L cis-1,3-Dichloropropene < 0.0010 0.0010 mg/L trans-1,3-Dichloropropene < 0.0010 0.0010 mg/L Ethylbenzene < 0.0010 0.0010 mg/L Methyl tert-butyl ether < 0.0010 0.0010 mg/L Dichloromethane < 0.0030 0.0030 mg/L Styrene < 0.0010 0.0010 mg/L 1,1,2,2-Tetrachloroethane < 0.0010 0.0010 mg/L Tetrachloroethylene < 0.0010 0.0010 mg/L Toluene < 0.0010 0.0010 mg/L 1,1,1-Trichloroethane < 0.0010 0.0010 mg/L 1,1,2-Trichloroethane < 0.0010 0.0010 mg/L Trichloroethylene < 0.0010 0.0010 mg/L Trichlorofluoromethane < 0.0010 0.0010 mg/L Vinyl chloride < 0.0010 0.0010 mg/L Xylenes (total) < 0.0020 0.0020 mg/L Surrogate: Toluene-d8 0.0239 mg/L 0.0250 95 80-120 Surrogate: 4-Bromofluorobenzene 0.0267 mg/L 0.0250 107 80-120 Surrogate: 1,4-Dichlorobenzene-d4 0.0295 mg/L 0.0250 118 80-120
LCS (R102695-BS1) Prepared: Aug-29-11, Analyzed: Aug-30-11
Benzene 0.0216 0.0005 mg/L 0.0200 108 80-120 Bromodichloromethane 0.0199 0.0010 mg/L 0.0200 100 80-120 Bromoform 0.0210 0.0010 mg/L 0.0200 105 80-120 Carbon tetrachloride 0.0206 0.0010 mg/L 0.0200 103 80-120 Chlorobenzene 0.0197 0.0010 mg/L 0.0200 99 80-120 Chloroethane 0.0236 0.0010 mg/L 0.0200 118 80-120 Chloroform 0.0199 0.0010 mg/L 0.0200 100 80-120 Dibromochloromethane 0.0189 0.0010 mg/L 0.0200 94 80-120 1,2-Dibromoethane 0.0194 0.0003 mg/L 0.0200 97 80-120 Dibromomethane 0.0200 0.0010 mg/L 0.0200 100 80-120 1,2-Dichlorobenzene 0.0202 0.0005 mg/L 0.0200 101 80-120 1,3-Dichlorobenzene 0.0212 0.0010 mg/L 0.0200 106 80-120 1,4-Dichlorobenzene 0.0199 0.0010 mg/L 0.0200 100 80-120 1,1-Dichloroethane 0.0217 0.0010 mg/L 0.0200 109 80-120 1,2-Dichloroethane 0.0208 0.0010 mg/L 0.0200 104 80-120 1,1-Dichloroethene 0.0185 0.0010 mg/L 0.0200 92 80-120 cis-1,2-Dichloroethene 0.0203 0.0010 mg/L 0.0200 102 80-120 trans-1,2-Dichloroethene 0.0231 0.0010 mg/L 0.0200 116 80-120 1,2-Dichloropropane 0.0215 0.0010 mg/L 0.0200 107 80-120 cis-1,3-Dichloropropene 0.0184 0.0010 mg/L 0.0200 92 80-120 trans-1,3-Dichloropropene 0.0188 0.0010 mg/L 0.0200 94 80-120 Ethylbenzene 0.0193 0.0010 mg/L 0.0200 97 80-120 Methyl tert-butyl ether 0.0235 0.0010 mg/L 0.0200 118 80-120 Dichloromethane 0.0222 0.0030 mg/L 0.0200 111 80-120 Styrene 0.0197 0.0010 mg/L 0.0200 98 80-120
CARO Analytical Services Page 21 of 22 QUALITY CONTROL DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1070 PROJECT Approval of New Sources-IHA (Ryan Rhodes) REPORTED Sep-09-11
Reporting Spike Source % REC % RPD Analyte Result Limit Units Level Result % REC Limits % RPD Limit Notes
Volatile Organic Compounds by GCMS, Batch R102695, Continued
LCS (R102695-BS1), Continued Prepared: Aug-29-11, Analyzed: Aug-30-11
1,1,2,2-Tetrachloroethane 0.0210 0.0010 mg/L 0.0200 105 80-120 Tetrachloroethylene 0.0180 0.0010 mg/L 0.0200 90 80-120 Toluene 0.0196 0.0010 mg/L 0.0200 98 80-120 1,1,1-Trichloroethane 0.0204 0.0010 mg/L 0.0200 102 80-120 1,1,2-Trichloroethane 0.0202 0.0010 mg/L 0.0200 101 80-120 Trichloroethylene 0.0201 0.0010 mg/L 0.0200 101 80-120 Trichlorofluoromethane 0.0230 0.0010 mg/L 0.0200 115 70-130 Vinyl chloride 0.0212 0.0010 mg/L 0.0200 106 70-130 Xylenes (total) 0.0568 0.0020 mg/L 0.0600 95 80-120 Surrogate: Toluene-d8 0.0241 mg/L 0.0250 96 80-120 Surrogate: 4-Bromofluorobenzene 0.0248 mg/L 0.0250 99 80-120 Surrogate: 1,4-Dichlorobenzene-d4 0.0266 mg/L 0.0250 106 80-120 Volatile Organic Compounds by GCMS, Batch R102767
Blank (R102767-BLK1) Prepared: Sep-06-11, Analyzed: Sep-06-11
Bromodichloromethane < 0.001 0.001 mg/L Bromoform < 0.001 0.001 mg/L Chloroform < 0.001 0.001 mg/L Dibromochloromethane < 0.001 0.001 mg/L Trihalomethanes (total) < 0.004 0.004 mg/L Surrogate: 4-Bromofluorobenzene 0.0245 mg/L 0.0250 98 80-120
LCS (R102767-BS1) Prepared: Sep-06-11, Analyzed: Sep-06-11
Bromodichloromethane 0.021 0.001 mg/L 0.0200 103 80-120 Bromoform 0.023 0.001 mg/L 0.0200 113 80-120 Chloroform 0.020 0.001 mg/L 0.0200 101 80-120 Dibromochloromethane 0.019 0.001 mg/L 0.0200 97 80-120 Surrogate: 4-Bromofluorobenzene 0.0257 mg/L 0.0250 103 80-120
CARO Analytical Services Page 22 of 22 CERTIFICATE OF ANALYSIS
CLIENT Western Water Associates Ltd 10051 Hwy 97 N Lake Country BC TEL (250) 765-2225 V4VC 1P6 FAX -
ATTENTION Ryan Rhodes
RECEIVED / TEMP Aug-25-11 08:55 / 8.0 °C WORK ORDER K1H1075 REPORTED Sep-01-11 PROJECT Comprehensive - Ryan Rhodes COC #(s) 32576 PROJECT INFO Lillooet-Seton 11-030-01
General Comments:
CARO Analytical Services employs methods which are based on those found in “Standard Methods for the Examination of Water and Wastewater”, 21st Edition, 2005, published by the American Public Health Association (APHA); US EPA protocols found in “Test Methods for Evaluating Solid Waste, Physical/Chemical Methods, SW846”, 3rd Edition; protocols published by the British Columbia Ministry of Environment (BCMOE); and/or CCME Canada-wide Standard Reference methods.
Methods not described in these publications are conducted according to procedures accepted by appropriate regulatory agencies, and/or are done in accordance with recognized professional standards using accepted testing methodologies and quality control efforts except where otherwise agreed to by the client.
The results in this report apply to the samples analyzed in accordance with the chain of custody document. This analytical report must be reproduced in its entirity. CARO is not responsible for any loss or damage resulting directly or indirectly from error or omission in the conduct of testing. Liability is limited to the cost of analysis. Samples will be disposed of 30 days after the test report has been issued unless otherwise agreed to in writing.
• All solids results are reported on a dry weight basis unless otherwise noted
• Units: mg/kg = milligrams per kilogram, equivalent to parts per million (ppm) mg/L = milligrams per litre, equivalent to parts per million (ppm) ug/L = micrograms per litre, equivalent to parts per billion (ppb) ug/g = micrograms per gram, equivalent to parts per million (ppm) ug/m3 = micrograms per cubic meter of air
• "RDL" Reported detection limit • "<" Less than reported detection limit • "AO" Aesthetic objective • "MAC" Maximum acceptable concentration (health-related guideline) • "LAB" RMD = Richmond location, KEL = Kelowna location, EDM = Edmonton location, SUB = Subcontracted
Please contact CARO if more information is needed or to provide feedback on our services.
CARO Analytical Services
Final Review Per: Jennifer Shanko, AScT Administration Coordinator
CARO Analytical Services #120 12791 Clarke Place #102 3677 Highway 97N 9523 42 Avenue Richmond, BC V6V 2H9 Kelowna, BC V1X 5C3 Edmonton, AB T6E 5R2 Tel: 604-279-1499 Fax: 604-279-1599 Tel: 250-765-9646 Fax: 250-765-3893 Tel: 780-628-3737 www.caro.ca Page 1 of 11 SAMPLE DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1075 PROJECT Comprehensive - Ryan Rhodes REPORTED Sep-01-11
Canadian DW Analyte Result Guideline RDL Units Prepared Analyzed Notes (Dec 10)
General Parameters
Seaton River 1 (K1H1075-01) Matrix: Water Sampled: Aug-24-11 11:00 Alkalinity, Total as CaCO3 40.2 1.0 mg/L Aug-25-11 Aug-25-11 Chloride 0.43 AO ≤ 250 0.10 mg/L Aug-26-11 Aug-26-11 Colour, True < 5 AO ≤ 15 5 Color Unit Aug-25-11 Aug-25-11 Conductivity (EC) 98 2 uS/cm Aug-25-11 Aug-25-11 Fluoride < 0.10 MAC = 1.5 0.10 mg/L Aug-26-11 Aug-26-11 Hardness, Total (Total as CaCO3) 46.7 12.9 mg/L Aug-26-11 Aug-29-11 Nitrogen, Nitrate as N < 0.010 MAC = 10 0.010 mg/L Aug-26-11 Aug-26-11 Nitrogen, Nitrite as N < 0.01 MAC = 1 0.01 mg/L Aug-26-11 Aug-26-11 pH 7.59 AO = 6.5 - 8.5 0.01 pH Units Aug-25-11 Aug-25-11 Solids, Total Dissolved 76 AO ≤ 500 5 mg/L Aug-29-11 Aug-30-11 Sulfate 9.7 AO ≤ 500 1.0 mg/L Aug-26-11 Aug-26-11 Turbidity 0.9 Varies, See Guidelines 0.1 NTU Aug-26-11 Aug-26-11 UV Transmittance @ 254nm 92.9 0.1 % Aug-26-11 Aug-29-11
Total Recoverable Metals by ICPMS
Seaton River 1 (K1H1075-01) Matrix: Water Sampled: Aug-24-11 11:00 Aluminum 0.064 AO ≤ 0.1 0.050 mg/L Aug-26-11 Aug-29-11 Antimony < 0.0010 MAC = 0.006 0.0010 mg/L Aug-26-11 Aug-29-11 Arsenic < 0.0050 MAC = 0.01 0.0050 mg/L Aug-26-11 Aug-29-11 Barium < 0.050 MAC = 1 0.050 mg/L Aug-26-11 Aug-29-11 Beryllium < 0.0010 0.0010 mg/L Aug-26-11 Aug-29-11 Boron < 0.040 MAC = 5 0.040 mg/L Aug-26-11 Aug-29-11 Cadmium < 0.00010 MAC = 0.005 0.00010 mg/L Aug-26-11 Aug-29-11 Calcium 13.8 5.0 mg/L Aug-26-11 Aug-29-11 Chromium < 0.0050 MAC = 0.05 0.0050 mg/L Aug-26-11 Aug-29-11 Cobalt < 0.00050 0.00050 mg/L Aug-26-11 Aug-29-11 Copper < 0.0020 AO ≤ 1 0.0020 mg/L Aug-26-11 Aug-29-11 Iron < 0.10 AO ≤ 0.3 0.10 mg/L Aug-26-11 Aug-29-11 Lead < 0.0010 MAC = 0.01 0.0010 mg/L Aug-26-11 Aug-29-11 Magnesium 2.97 0.10 mg/L Aug-26-11 Aug-29-11 Manganese 0.0028 AO ≤ 0.05 0.0020 mg/L Aug-26-11 Aug-29-11 Mercury < 0.00020 MAC = 0.001 0.00020 mg/L Aug-26-11 Aug-29-11 Molybdenum 0.0014 0.0010 mg/L Aug-26-11 Aug-29-11 Nickel < 0.0020 0.0020 mg/L Aug-26-11 Aug-29-11 Phosphorus < 0.20 0.20 mg/L Aug-26-11 Aug-29-11 Potassium 0.78 0.20 mg/L Aug-26-11 Aug-29-11 Selenium < 0.0050 MAC = 0.01 0.0050 mg/L Aug-26-11 Aug-29-11 Silicon < 5.0 5.0 mg/L Aug-26-11 Aug-29-11 Silver < 0.00050 0.00050 mg/L Aug-26-11 Aug-29-11 Sodium 1.92 AO ≤ 200 0.20 mg/L Aug-26-11 Aug-29-11 Uranium < 0.00020 MAC = 0.02 0.00020 mg/L Aug-26-11 Aug-29-11 Vanadium < 0.010 0.010 mg/L Aug-26-11 Aug-29-11 Zinc < 0.040 AO ≤ 5 0.040 mg/L Aug-26-11 Aug-29-11
Microbiological Parameters
CARO Analytical Services Page 2 of 11 SAMPLE DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1075 PROJECT Comprehensive - Ryan Rhodes REPORTED Sep-01-11
Canadian DW Analyte Result Guideline RDL Units Prepared Analyzed Notes (Dec 10)
Microbiological Parameters, Continued
Seaton River 1 (K1H1075-01) Matrix: Water Sampled: Aug-24-11 11:00 Coliforms, Total Overgrown with MAC < 1 1 CFU/100mL Aug-25-11 Aug-26-11 MIC4 E. coli Overgrown with MAC < 1 1 CFU/100mL Aug-25-11 Aug-26-11 MIC13
Sample Qualifiers:
MIC13 Overgrown; E. coli was detected. MIC4 Overgrown; Total Coliforms were detected.
CARO Analytical Services Page 3 of 11 ANALYSIS / REPORT INFORMATION
CLIENT Western Water Associates Ltd WORK ORDER # K1H1075 PROJECT Comprehensive - Ryan Rhodes REPORTED Sep-01-11
Analysis Description Method Reference(s) (* = modified from) LAB Preparation Analysis
Alkalinity, total NO PREP APHA 2320 B KEL Chloride by IC IC APHA 4110 B KEL True Colour N/A APHA 2120 B KEL Conductivity-Water NO PREP APHA 2510 B KEL Fluoride by IC IC APHA 4110 B KEL Nitrate by IC IC APHA 4110 B KEL Nitrite by IC IC APHA 4110 B KEL pH NO PREP APHA 4500-H+ B KEL Total Dissolved Solids (180C) N/A APHA 2540 C KEL Sulfate by IC IC APHA 4110 B KEL UV Transmittance at 254nm N/A APHA 5910B KEL Turbidity N/A APHA 2130 B KEL Total Coliforms (Membrane Filtration) N/A APHA 9223/9222 KEL E. coli (MF) N/A APHA 9223/9222 KEL Total Recoverable Metals by ICPMS EPA 200.2 * EPA 6020A RMD
CARO Analytical Services Page 4 of 11 QUALITY CONTROL DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1075 PROJECT Comprehensive - Ryan Rhodes REPORTED Sep-01-11
The following section reports quality control (QC) data that is associated with your sample data. Groups of samples are prepared in “batches” and analyzed in conjunction with quality control samples that ensure your data is of the highest quality. Common QC types include:
• Method Blank (Blk): Laboratory reagent water is carried through sample preparation and analysis steps. Method Blanks indicate that results are free from contamination, i.e. not biased high from sources such as the sample container or the laboratory environment
• Duplicate (Dup): Preparation and analysis of a replicate aliquot of a sample. Duplicates provide a measure of the analytical method’s precision, i.e. how reproducible a result is. Duplicates are only reported if they are associated with your sample data.
• Blank Spike (BS): A known amount of standard is carried through sample preparation and analysis steps. Blank Spikes, also known as laboratory control samples (LCS), are prepared from a different source of standard than used for the calibration. They ensure that the calibration is acceptable (i.e. not biased high or low) and also provide a measure of the analytical method’s accuracy (i.e. closeness of the result to a target value).
• Standard Reference Material (SRM): A material of similar matrix to the samples, externally certified for the parameter(s) listed. Standard Reference Materials ensure that the preparation steps in the method are adequate to achieve acceptable recoveries of the parameter(s) tested for.
Each QC type is analyzed at a 5-10% frequency, i.e. one blank/duplicate/spike for every 10 samples. For all types of QC, the specified recovery (% Rec) and relative percent difference (RPD) limits are derived from long-term method performance averages and/or prescribed by the reference method.
Reporting Spike Source % REC % RPD Analyte Result Limit Units Level Result % REC Limits % RPD Limit Notes
General Parameters, Batch K103552
Blank (K103552-BLK1) Prepared: Aug-25-11, Analyzed: Aug-25-11
Alkalinity, Total as CaCO3 < 1.0 1.0 mg/L Conductivity (EC) < 2 2 uS/cm
Blank (K103552-BLK2) Prepared: Aug-25-11, Analyzed: Aug-25-11
Alkalinity, Total as CaCO3 < 1.0 1.0 mg/L Conductivity (EC) < 2 2 uS/cm
Blank (K103552-BLK3) Prepared: Aug-25-11, Analyzed: Aug-25-11
Alkalinity, Total as CaCO3 < 1.0 1.0 mg/L Conductivity (EC) < 2 2 uS/cm
Blank (K103552-BLK4) Prepared: Aug-25-11, Analyzed: Aug-25-11
Alkalinity, Total as CaCO3 < 1.0 1.0 mg/L Conductivity (EC) < 2 2 uS/cm
Blank (K103552-BLK5) Prepared: Aug-25-11, Analyzed: Aug-25-11
Alkalinity, Total as CaCO3 < 1.0 1.0 mg/L Conductivity (EC) < 2 2 uS/cm
LCS (K103552-BS1) Prepared: Aug-25-11, Analyzed: Aug-25-11
Alkalinity, Total as CaCO3 105 1.0 mg/L 100 105 95-109
LCS (K103552-BS2) Prepared: Aug-25-11, Analyzed: Aug-25-11
Alkalinity, Total as CaCO3 106 1.0 mg/L 100 106 95-109
LCS (K103552-BS3) Prepared: Aug-25-11, Analyzed: Aug-25-11
Alkalinity, Total as CaCO3 105 1.0 mg/L 100 105 95-109
LCS (K103552-BS4) Prepared: Aug-25-11, Analyzed: Aug-25-11
Alkalinity, Total as CaCO3 104 1.0 mg/L 100 104 95-109
LCS (K103552-BS5) Prepared: Aug-25-11, Analyzed: Aug-25-11
Alkalinity, Total as CaCO3 104 1.0 mg/L 100 104 95-109
LCS (K103552-BS6) Prepared: Aug-25-11, Analyzed: Aug-25-11
Conductivity (EC) 1390 2 uS/cm 1410 99 95-105
LCS (K103552-BS7) Prepared: Aug-25-11, Analyzed: Aug-25-11
Conductivity (EC) 1380 2 uS/cm 1410 98 95-105
CARO Analytical Services Page 5 of 11 QUALITY CONTROL DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1075 PROJECT Comprehensive - Ryan Rhodes REPORTED Sep-01-11
Reporting Spike Source % REC % RPD Analyte Result Limit Units Level Result % REC Limits % RPD Limit Notes
General Parameters, Batch K103552, Continued
LCS (K103552-BS8) Prepared: Aug-25-11, Analyzed: Aug-25-11
Conductivity (EC) 1390 2 uS/cm 1410 98 95-105
LCS (K103552-BS9) Prepared: Aug-25-11, Analyzed: Aug-25-11
Conductivity (EC) 1380 2 uS/cm 1410 98 95-105
LCS (K103552-BSA) Prepared: Aug-25-11, Analyzed: Aug-25-11
Conductivity (EC) 1380 2 uS/cm 1410 98 95-105
Reference (K103552-SRM1) Prepared: Aug-25-11, Analyzed: Aug-25-11
pH 7.01 0.01 pH Units 7.00 100 98-102
Reference (K103552-SRM2) Prepared: Aug-25-11, Analyzed: Aug-25-11
pH 7.01 0.01 pH Units 7.00 100 98-102
Reference (K103552-SRM3) Prepared: Aug-25-11, Analyzed: Aug-25-11
pH 7.01 0.01 pH Units 7.00 100 98-102
Reference (K103552-SRM4) Prepared: Aug-25-11, Analyzed: Aug-25-11
pH 7.02 0.01 pH Units 7.00 100 98-102
Reference (K103552-SRM5) Prepared: Aug-25-11, Analyzed: Aug-25-11
pH 7.01 0.01 pH Units 7.00 100 98-102 General Parameters, Batch K103554
Blank (K103554-BLK1) Prepared: Aug-25-11, Analyzed: Aug-25-11
Colour, True < 5 5 Color Unit
Blank (K103554-BLK2) Prepared: Aug-25-11, Analyzed: Aug-25-11
Colour, True < 5 5 Color Unit
LCS (K103554-BS1) Prepared: Aug-25-11, Analyzed: Aug-25-11
Colour, True 32 5 Color Unit 32.0 100 98-102
LCS (K103554-BS2) Prepared: Aug-25-11, Analyzed: Aug-25-11
Colour, True 32 5 Color Unit 32.0 100 98-102 General Parameters, Batch K103576
Blank (K103576-BLK1) Prepared: Aug-26-11, Analyzed: Aug-26-11
Turbidity < 0.1 0.1 NTU
Blank (K103576-BLK2) Prepared: Aug-26-11, Analyzed: Aug-26-11
Turbidity < 0.1 0.1 NTU
LCS (K103576-BS1) Prepared: Aug-26-11, Analyzed: Aug-26-11
Turbidity 39 0.1 NTU 40.0 97 85-115
LCS (K103576-BS2) Prepared: Aug-26-11, Analyzed: Aug-26-11
Turbidity 38 0.1 NTU 40.0 96 85-115 General Parameters, Batch K103577
Blank (K103577-BLK1) Prepared: Aug-26-11, Analyzed: Aug-29-11
UV Transmittance @ 254nm < 0.1 0.1 %
Blank (K103577-BLK2) Prepared: Aug-26-11, Analyzed: Aug-29-11
UV Transmittance @ 254nm < 0.1 0.1 %
CARO Analytical Services Page 6 of 11 QUALITY CONTROL DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1075 PROJECT Comprehensive - Ryan Rhodes REPORTED Sep-01-11
Reporting Spike Source % REC % RPD Analyte Result Limit Units Level Result % REC Limits % RPD Limit Notes
General Parameters, Batch K103577, Continued
Reference (K103577-SRM1) Prepared: Aug-26-11, Analyzed: Aug-29-11
UV Transmittance @ 254nm 70.6 0.1 % 66.6 106 80-120
Reference (K103577-SRM2) Prepared: Aug-26-11, Analyzed: Aug-29-11
UV Transmittance @ 254nm 71.0 0.1 % 66.6 107 80-120 General Parameters, Batch K103583
Blank (K103583-BLK1) Prepared: Aug-26-11, Analyzed: Aug-26-11
Chloride < 0.10 0.10 mg/L Fluoride < 0.01 0.01 mg/L Nitrogen, Nitrate as N < 0.005 0.005 mg/L Nitrogen, Nitrite as N < 0.003 0.003 mg/L Sulfate < 0.5 0.5 mg/L
Blank (K103583-BLK2) Prepared: Aug-26-11, Analyzed: Aug-27-11
Chloride < 0.10 0.10 mg/L Fluoride < 0.01 0.01 mg/L Nitrogen, Nitrate as N < 0.005 0.005 mg/L Nitrogen, Nitrite as N < 0.003 0.003 mg/L Sulfate < 0.5 0.5 mg/L
Blank (K103583-BLK3) Prepared: Aug-26-11, Analyzed: Aug-27-11
Chloride < 0.10 0.10 mg/L Fluoride < 0.01 0.01 mg/L Nitrogen, Nitrate as N < 0.005 0.005 mg/L Nitrogen, Nitrite as N < 0.003 0.003 mg/L Sulfate < 0.5 0.5 mg/L
Blank (K103583-BLK4) Prepared: Aug-26-11, Analyzed: Aug-27-11
Chloride < 0.10 0.10 mg/L Fluoride < 0.01 0.01 mg/L Nitrogen, Nitrate as N < 0.005 0.005 mg/L Nitrogen, Nitrite as N < 0.003 0.003 mg/L Sulfate < 0.5 0.5 mg/L
Blank (K103583-BLK5) Prepared: Aug-26-11, Analyzed: Aug-27-11
Chloride < 0.10 0.10 mg/L Fluoride < 0.01 0.01 mg/L Nitrogen, Nitrate as N < 0.005 0.005 mg/L Nitrogen, Nitrite as N < 0.003 0.003 mg/L Sulfate < 0.5 0.5 mg/L
LCS (K103583-BS1) Prepared: Aug-26-11, Analyzed: Aug-26-11
Chloride 3.90 0.10 mg/L 4.00 98 85-115 Fluoride 3.97 0.01 mg/L 4.00 99 85-115 Nitrogen, Nitrate as N 4.17 0.005 mg/L 4.00 104 85-115 Nitrogen, Nitrite as N 4.16 0.003 mg/L 4.00 104 85-115 Sulfate 4.1 0.5 mg/L 4.00 102 85-115
LCS (K103583-BS2) Prepared: Aug-26-11, Analyzed: Aug-27-11
Chloride 3.93 0.10 mg/L 4.00 98 85-115 Fluoride 4.00 0.01 mg/L 4.00 100 85-115 Nitrogen, Nitrate as N 4.20 0.005 mg/L 4.00 105 85-115 Nitrogen, Nitrite as N 4.17 0.003 mg/L 4.00 104 85-115 Sulfate 4.1 0.5 mg/L 4.00 103 85-115
LCS (K103583-BS3) Prepared: Aug-26-11, Analyzed: Aug-27-11
Chloride 3.94 0.10 mg/L 4.00 98 85-115 Fluoride 4.01 0.01 mg/L 4.00 100 85-115 Nitrogen, Nitrate as N 4.20 0.005 mg/L 4.00 105 85-115 Nitrogen, Nitrite as N 4.18 0.003 mg/L 4.00 104 85-115
CARO Analytical Services Page 7 of 11 QUALITY CONTROL DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1075 PROJECT Comprehensive - Ryan Rhodes REPORTED Sep-01-11
Reporting Spike Source % REC % RPD Analyte Result Limit Units Level Result % REC Limits % RPD Limit Notes
General Parameters, Batch K103583, Continued
LCS (K103583-BS3), Continued Prepared: Aug-26-11, Analyzed: Aug-27-11
Sulfate 4.1 0.5 mg/L 4.00 103 85-115
LCS (K103583-BS4) Prepared: Aug-26-11, Analyzed: Aug-27-11
Chloride 3.94 0.10 mg/L 4.00 98 85-115 Fluoride 4.00 0.01 mg/L 4.00 100 85-115 Nitrogen, Nitrate as N 4.20 0.005 mg/L 4.00 105 85-115 Nitrogen, Nitrite as N 4.18 0.003 mg/L 4.00 104 85-115 Sulfate 4.1 0.5 mg/L 4.00 103 85-115
LCS (K103583-BS5) Prepared: Aug-26-11, Analyzed: Aug-27-11
Chloride 3.92 0.10 mg/L 4.00 98 85-115 Fluoride 3.99 0.01 mg/L 4.00 100 85-115 Nitrogen, Nitrate as N 4.19 0.005 mg/L 4.00 105 85-115 Nitrogen, Nitrite as N 4.17 0.003 mg/L 4.00 104 85-115 Sulfate 4.2 0.5 mg/L 4.00 104 85-115 General Parameters, Batch K103613
Blank (K103613-BLK1) Prepared: Aug-29-11, Analyzed: Aug-30-11
Solids, Total Dissolved < 5 5 mg/L
Blank (K103613-BLK2) Prepared: Aug-29-11, Analyzed: Aug-30-11
Solids, Total Dissolved < 5 5 mg/L
Reference (K103613-SRM1) Prepared: Aug-29-11, Analyzed: Aug-30-11
Solids, Total Dissolved 266 5 mg/L 240 111 85-115
Reference (K103613-SRM2) Prepared: Aug-29-11, Analyzed: Aug-30-11
Solids, Total Dissolved 274 5 mg/L 240 114 85-115 Microbiological Parameters, Batch K103547
Blank (K103547-BLK1) Prepared: Aug-25-11, Analyzed: Aug-26-11
Coliforms, Total < 1 1 CFU/100mL E. coli < 1 1 CFU/100mL
Blank (K103547-BLK2) Prepared: Aug-25-11, Analyzed: Aug-26-11
Coliforms, Total < 1 1 CFU/100mL E. coli < 1 1 CFU/100mL
Blank (K103547-BLK3) Prepared: Aug-25-11, Analyzed: Aug-26-11
Coliforms, Total < 1 1 CFU/100mL E. coli < 1 1 CFU/100mL
Blank (K103547-BLK4) Prepared: Aug-25-11, Analyzed: Aug-26-11
Coliforms, Total < 1 1 CFU/100mL E. coli < 1 1 CFU/100mL
Blank (K103547-BLK5) Prepared: Aug-25-11, Analyzed: Aug-26-11
Coliforms, Total < 1 1 CFU/100mL E. coli < 1 1 CFU/100mL
Blank (K103547-BLK6) Prepared: Aug-25-11, Analyzed: Aug-26-11
Coliforms, Total < 1 1 CFU/100mL E. coli < 1 1 CFU/100mL
Blank (K103547-BLK7) Prepared: Aug-25-11, Analyzed: Aug-26-11
Coliforms, Total < 1 1 CFU/100mL E. coli < 1 1 CFU/100mL
CARO Analytical Services Page 8 of 11 QUALITY CONTROL DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1075 PROJECT Comprehensive - Ryan Rhodes REPORTED Sep-01-11
Reporting Spike Source % REC % RPD Analyte Result Limit Units Level Result % REC Limits % RPD Limit Notes
Total Recoverable Metals by ICPMS, Batch R102678
Blank (R102678-BLK1) Prepared: Aug-26-11, Analyzed: Aug-29-11
Aluminum < 0.050 0.050 mg/L Antimony < 0.0010 0.0010 mg/L Arsenic < 0.0050 0.0050 mg/L Barium < 0.050 0.050 mg/L Beryllium < 0.0010 0.0010 mg/L Boron < 0.040 0.040 mg/L Cadmium < 0.00010 0.00010 mg/L Calcium < 5.0 5.0 mg/L Chromium < 0.0050 0.0050 mg/L Cobalt < 0.00050 0.00050 mg/L Copper < 0.0020 0.0020 mg/L Iron < 0.10 0.10 mg/L Lead < 0.0010 0.0010 mg/L Magnesium < 0.10 0.10 mg/L Manganese < 0.0020 0.0020 mg/L Mercury < 0.00020 0.00020 mg/L Molybdenum < 0.0010 0.0010 mg/L Nickel < 0.0020 0.0020 mg/L Phosphorus < 0.20 0.20 mg/L Potassium < 0.20 0.20 mg/L Selenium < 0.0050 0.0050 mg/L Silicon < 5.0 5.0 mg/L Silver < 0.00050 0.00050 mg/L Sodium < 0.20 0.20 mg/L Uranium < 0.00020 0.00020 mg/L Vanadium < 0.010 0.010 mg/L Zinc < 0.040 0.040 mg/L
Blank (R102678-BLK2) Prepared: Aug-26-11, Analyzed: Aug-29-11
Aluminum < 0.050 0.050 mg/L Antimony < 0.0010 0.0010 mg/L Arsenic < 0.0050 0.0050 mg/L Barium < 0.050 0.050 mg/L Beryllium < 0.0010 0.0010 mg/L Boron < 0.040 0.040 mg/L Cadmium < 0.00010 0.00010 mg/L Calcium < 5.0 5.0 mg/L Chromium < 0.0050 0.0050 mg/L Cobalt < 0.00050 0.00050 mg/L Copper < 0.0020 0.0020 mg/L Iron < 0.10 0.10 mg/L Lead < 0.0010 0.0010 mg/L Magnesium < 0.10 0.10 mg/L Manganese < 0.0020 0.0020 mg/L Mercury < 0.00020 0.00020 mg/L Molybdenum < 0.0010 0.0010 mg/L Nickel < 0.0020 0.0020 mg/L Phosphorus < 0.20 0.20 mg/L Potassium < 0.20 0.20 mg/L Selenium < 0.0050 0.0050 mg/L Silicon < 5.0 5.0 mg/L Silver < 0.00050 0.00050 mg/L Sodium < 0.20 0.20 mg/L Uranium < 0.00020 0.00020 mg/L Vanadium < 0.010 0.010 mg/L Zinc < 0.040 0.040 mg/L
Blank (R102678-BLK3) Prepared: Aug-26-11, Analyzed: Aug-29-11
Aluminum < 0.050 0.050 mg/L Antimony < 0.0010 0.0010 mg/L Arsenic < 0.0050 0.0050 mg/L Barium < 0.050 0.050 mg/L Beryllium < 0.0010 0.0010 mg/L
CARO Analytical Services Page 9 of 11 QUALITY CONTROL DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1075 PROJECT Comprehensive - Ryan Rhodes REPORTED Sep-01-11
Reporting Spike Source % REC % RPD Analyte Result Limit Units Level Result % REC Limits % RPD Limit Notes
Total Recoverable Metals by ICPMS, Batch R102678, Continued
Blank (R102678-BLK3), Continued Prepared: Aug-26-11, Analyzed: Aug-29-11
Boron < 0.040 0.040 mg/L Cadmium < 0.00010 0.00010 mg/L Calcium < 5.0 5.0 mg/L Chromium < 0.0050 0.0050 mg/L Cobalt < 0.00050 0.00050 mg/L Copper < 0.0020 0.0020 mg/L Iron < 0.10 0.10 mg/L Lead < 0.0010 0.0010 mg/L Magnesium < 0.10 0.10 mg/L Manganese < 0.0020 0.0020 mg/L Mercury < 0.00020 0.00020 mg/L Molybdenum < 0.0010 0.0010 mg/L Nickel < 0.0020 0.0020 mg/L Phosphorus < 0.20 0.20 mg/L Potassium < 0.20 0.20 mg/L Selenium < 0.0050 0.0050 mg/L Silicon < 5.0 5.0 mg/L Silver < 0.00050 0.00050 mg/L Sodium < 0.20 0.20 mg/L Uranium < 0.00020 0.00020 mg/L Vanadium < 0.010 0.010 mg/L Zinc < 0.040 0.040 mg/L
Reference (R102678-SRM1) Prepared: Aug-26-11, Analyzed: Aug-29-11
Aluminum 0.307 0.050 mg/L 0.296 104 81-129 Antimony 0.0528 0.0010 mg/L 0.0505 105 88-114 Arsenic 0.122 0.0050 mg/L 0.122 100 88-114 Barium 0.776 0.050 mg/L 0.777 100 72-104 Beryllium 0.0492 0.0010 mg/L 0.0488 101 76-131 Boron 3.33 0.040 mg/L 3.40 98 75-121 Cadmium 0.0484 0.00010 mg/L 0.0490 99 89-111 Calcium 10.8 5.0 mg/L 10.2 105 86-121 Chromium 0.256 0.0050 mg/L 0.242 106 89-114 Cobalt 0.0394 0.00050 mg/L 0.0366 108 91-113 Copper 0.537 0.0020 mg/L 0.487 110 91-115 Iron 0.51 0.10 mg/L 0.469 109 77-124 Lead 0.207 0.0010 mg/L 0.193 107 92-113 Magnesium 3.56 0.10 mg/L 3.31 108 78-120 Manganese 0.113 0.0020 mg/L 0.109 103 90-114 Mercury 0.00479 0.00020 mg/L 0.00456 105 50-150 Molybdenum 0.190 0.0010 mg/L 0.197 97 90-111 Nickel 0.265 0.0020 mg/L 0.242 110 90-111 Phosphorus 0.21 0.20 mg/L 0.233 90 85-115 Potassium 6.18 0.20 mg/L 5.93 104 84-113 Selenium 0.108 0.0050 mg/L 0.115 93 85-115 Sodium 8.17 0.20 mg/L 7.64 107 82-123 Uranium 0.0187 0.00020 mg/L 0.0192 97 85-120 Vanadium 0.382 0.010 mg/L 0.376 102 86-111 Zinc 2.43 0.040 mg/L 2.42 100 85-111
Reference (R102678-SRM2) Prepared: Aug-26-11, Analyzed: Aug-29-11
Aluminum 0.320 0.050 mg/L 0.296 108 81-129 Antimony 0.0539 0.0010 mg/L 0.0505 107 88-114 Arsenic 0.125 0.0050 mg/L 0.122 102 88-114 Barium 0.799 0.050 mg/L 0.777 103 72-104 Beryllium 0.0492 0.0010 mg/L 0.0488 101 76-131 Boron 3.33 0.040 mg/L 3.40 98 75-121 Cadmium 0.0512 0.00010 mg/L 0.0490 104 89-111 Calcium 10.9 5.0 mg/L 10.2 107 86-121 Chromium 0.263 0.0050 mg/L 0.242 109 89-114 Cobalt 0.0411 0.00050 mg/L 0.0366 112 91-113 Copper 0.551 0.0020 mg/L 0.487 113 91-115 Iron 0.53 0.10 mg/L 0.469 113 77-124
CARO Analytical Services Page 10 of 11 QUALITY CONTROL DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1075 PROJECT Comprehensive - Ryan Rhodes REPORTED Sep-01-11
Reporting Spike Source % REC % RPD Analyte Result Limit Units Level Result % REC Limits % RPD Limit Notes
Total Recoverable Metals by ICPMS, Batch R102678, Continued
Reference (R102678-SRM2), Continued Prepared: Aug-26-11, Analyzed: Aug-29-11
Lead 0.203 0.0010 mg/L 0.193 105 92-113 Magnesium 3.64 0.10 mg/L 3.31 110 78-120 Manganese 0.117 0.0020 mg/L 0.109 107 90-114 Mercury 0.00488 0.00020 mg/L 0.00456 107 50-150 Molybdenum 0.200 0.0010 mg/L 0.197 102 90-111 Nickel 0.256 0.0020 mg/L 0.242 106 90-111 Phosphorus 0.24 0.20 mg/L 0.233 102 85-115 Potassium 6.32 0.20 mg/L 5.93 107 84-113 Selenium 0.122 0.0050 mg/L 0.115 106 85-115 Sodium 8.30 0.20 mg/L 7.64 109 82-123 Uranium 0.0186 0.00020 mg/L 0.0192 97 85-120 Vanadium 0.391 0.010 mg/L 0.376 104 86-111 Zinc 2.51 0.040 mg/L 2.42 104 85-111
Reference (R102678-SRM3) Prepared: Aug-26-11, Analyzed: Aug-29-11
Aluminum 0.329 0.050 mg/L 0.296 111 81-129 Antimony 0.0531 0.0010 mg/L 0.0505 105 88-114 Arsenic 0.122 0.0050 mg/L 0.122 100 88-114 Barium 0.754 0.050 mg/L 0.777 97 72-104 Beryllium 0.0512 0.0010 mg/L 0.0488 105 76-131 Boron 3.35 0.040 mg/L 3.40 98 75-121 Cadmium 0.0491 0.00010 mg/L 0.0490 100 89-111 Calcium 10.7 5.0 mg/L 10.2 105 86-121 Chromium 0.253 0.0050 mg/L 0.242 104 89-114 Cobalt 0.0390 0.00050 mg/L 0.0366 106 91-113 Copper 0.526 0.0020 mg/L 0.487 108 91-115 Iron 0.50 0.10 mg/L 0.469 107 77-124 Lead 0.215 0.0010 mg/L 0.193 112 92-113 Magnesium 3.49 0.10 mg/L 3.31 105 78-120 Manganese 0.111 0.0020 mg/L 0.109 102 90-114 Mercury 0.00477 0.00020 mg/L 0.00456 105 50-150 Molybdenum 0.192 0.0010 mg/L 0.197 97 90-111 Nickel 0.244 0.0020 mg/L 0.242 101 90-111 Phosphorus 0.21 0.20 mg/L 0.233 91 85-115 Potassium 6.18 0.20 mg/L 5.93 104 84-113 Selenium 0.115 0.0050 mg/L 0.115 100 85-115 Sodium 8.13 0.20 mg/L 7.64 106 82-123 Uranium 0.0182 0.00020 mg/L 0.0192 95 85-120 Vanadium 0.377 0.010 mg/L 0.376 100 86-111 Zinc 2.39 0.040 mg/L 2.42 99 85-111
CARO Analytical Services Page 11 of 11 CERTIFICATE OF ANALYSIS
CLIENT Western Water Associates Ltd 10051 Hwy 97 N Lake Country BC TEL (250) 765-2225 V4VC 1P6 FAX -
ATTENTION Ryan Rhodes
RECEIVED / TEMP Aug-25-11 08:55 / 8.0 °C WORK ORDER K1H1077 REPORTED Sep-01-11 PROJECT Lillooet - Seton COC #(s) 32576 PROJECT INFO 11-030-01
General Comments:
CARO Analytical Services employs methods which are based on those found in “Standard Methods for the Examination of Water and Wastewater”, 21st Edition, 2005, published by the American Public Health Association (APHA); US EPA protocols found in “Test Methods for Evaluating Solid Waste, Physical/Chemical Methods, SW846”, 3rd Edition; protocols published by the British Columbia Ministry of Environment (BCMOE); and/or CCME Canada-wide Standard Reference methods.
Methods not described in these publications are conducted according to procedures accepted by appropriate regulatory agencies, and/or are done in accordance with recognized professional standards using accepted testing methodologies and quality control efforts except where otherwise agreed to by the client.
The results in this report apply to the samples analyzed in accordance with the chain of custody document. This analytical report must be reproduced in its entirity. CARO is not responsible for any loss or damage resulting directly or indirectly from error or omission in the conduct of testing. Liability is limited to the cost of analysis. Samples will be disposed of 30 days after the test report has been issued unless otherwise agreed to in writing.
• All solids results are reported on a dry weight basis unless otherwise noted
• Units: mg/kg = milligrams per kilogram, equivalent to parts per million (ppm) mg/L = milligrams per litre, equivalent to parts per million (ppm) ug/L = micrograms per litre, equivalent to parts per billion (ppb) ug/g = micrograms per gram, equivalent to parts per million (ppm) ug/m3 = micrograms per cubic meter of air
• "RDL" Reported detection limit • "<" Less than reported detection limit • "AO" Aesthetic objective • "MAC" Maximum acceptable concentration (health-related guideline) • "LAB" RMD = Richmond location, KEL = Kelowna location, EDM = Edmonton location, SUB = Subcontracted
Please contact CARO if more information is needed or to provide feedback on our services.
CARO Analytical Services
Final Review Per: Jennifer Shanko, AScT Administration Coordinator
CARO Analytical Services #120 12791 Clarke Place #102 3677 Highway 97N 9523 42 Avenue Richmond, BC V6V 2H9 Kelowna, BC V1X 5C3 Edmonton, AB T6E 5R2 Tel: 604-279-1499 Fax: 604-279-1599 Tel: 250-765-9646 Fax: 250-765-3893 Tel: 780-628-3737 www.caro.ca Page 1 of 9 SAMPLE DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1077 PROJECT Lillooet - Seton REPORTED Sep-01-11
Canadian DW Analyte Result Guideline RDL Units Prepared Analyzed Notes (Dec 10)
General Parameters
Well 1 - 20 Hour (K1H1077-01) Matrix: Water Sampled: Aug-24-11 20:30 Hardness, Total (Total as CaCO3) 152 12.5 mg/L Aug-26-11 Aug-29-11
Total Recoverable Metals by ICPMS
Well 1 - 20 Hour (K1H1077-01) Matrix: Water Sampled: Aug-24-11 20:30 Aluminum 0.075 AO ≤ 0.1 0.050 mg/L Aug-26-11 Aug-29-11 Antimony < 0.0010 MAC = 0.006 0.0010 mg/L Aug-26-11 Aug-29-11 Arsenic < 0.0050 MAC = 0.01 0.0050 mg/L Aug-26-11 Aug-29-11 Barium < 0.050 MAC = 1 0.050 mg/L Aug-26-11 Aug-29-11 Beryllium < 0.0010 0.0010 mg/L Aug-26-11 Aug-29-11 Bismuth < 0.0010 0.0010 mg/L Aug-26-11 Aug-29-11 Boron 0.104 MAC = 5 0.040 mg/L Aug-26-11 Aug-29-11 Cadmium < 0.00010 MAC = 0.005 0.00010 mg/L Aug-26-11 Aug-29-11 Calcium 44.5 5.0 mg/L Aug-26-11 Aug-29-11 Chromium < 0.0050 MAC = 0.05 0.0050 mg/L Aug-26-11 Aug-29-11 Cobalt < 0.00050 0.00050 mg/L Aug-26-11 Aug-29-11 Copper 0.0021 AO ≤ 1 0.0020 mg/L Aug-26-11 Aug-29-11 Iron < 0.10 AO ≤ 0.3 0.10 mg/L Aug-26-11 Aug-29-11 Lead 0.0022 MAC = 0.01 0.0010 mg/L Aug-26-11 Aug-29-11 Lithium 0.0017 0.0010 mg/L Aug-26-11 Aug-29-11 Magnesium 9.90 0.10 mg/L Aug-26-11 Aug-29-11 Manganese 0.0035 AO ≤ 0.05 0.0020 mg/L Aug-26-11 Aug-29-11 Mercury < 0.00020 MAC = 0.001 0.00020 mg/L Aug-26-11 Aug-29-11 Molybdenum 0.0034 0.0010 mg/L Aug-26-11 Aug-29-11 Nickel < 0.0020 0.0020 mg/L Aug-26-11 Aug-29-11 Phosphorus < 0.20 0.20 mg/L Aug-26-11 Aug-29-11 Potassium 1.87 0.20 mg/L Aug-26-11 Aug-29-11 Selenium < 0.0050 MAC = 0.01 0.0050 mg/L Aug-26-11 Aug-29-11 Silicon < 5.0 5.0 mg/L Aug-26-11 Aug-29-11 Silver < 0.00050 0.00050 mg/L Aug-26-11 Aug-29-11 Sodium 11.4 AO ≤ 200 0.20 mg/L Aug-26-11 Aug-29-11 Strontium 0.207 0.010 mg/L Aug-26-11 Aug-29-11 Tellurium < 0.0020 0.0020 mg/L Aug-26-11 Aug-29-11 Thallium < 0.00020 0.00020 mg/L Aug-26-11 Aug-29-11 Thorium < 0.0010 0.0010 mg/L Aug-26-11 Aug-29-11 Tin < 0.0020 0.0020 mg/L Aug-26-11 Aug-29-11 Titanium < 0.050 0.050 mg/L Aug-26-11 Aug-29-11 Uranium 0.00035 MAC = 0.02 0.00020 mg/L Aug-26-11 Aug-29-11 Vanadium < 0.010 0.010 mg/L Aug-26-11 Aug-29-11 Zinc < 0.040 AO ≤ 5 0.040 mg/L Aug-26-11 Aug-29-11 Zirconium < 0.0010 0.0010 mg/L Aug-26-11 Aug-29-11
Microbiological Parameters
Well 1 - 20 Hour (K1H1077-01) Matrix: Water Sampled: Aug-24-11 20:30 Coliforms, Total < 1 MAC < 1 1 CFU/100mL Aug-25-11 Aug-26-11
CARO Analytical Services Page 2 of 9 SAMPLE DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1077 PROJECT Lillooet - Seton REPORTED Sep-01-11
Canadian DW Analyte Result Guideline RDL Units Prepared Analyzed Notes (Dec 10)
Microbiological Parameters, Continued
Well 1 - 20 Hour (K1H1077-01) Matrix: Water Sampled: Aug-24-11 20:30, Continued Coliforms, Fecal < 1 1 CFU/100mL Aug-25-11 Aug-26-11 Heterotrophic Plate Count 20 1 CFU/mL Aug-25-11 Aug-28-11 E. coli < 1 MAC < 1 1 CFU/100mL Aug-25-11 Aug-26-11
CARO Analytical Services Page 3 of 9 ANALYSIS / REPORT INFORMATION
CLIENT Western Water Associates Ltd WORK ORDER # K1H1077 PROJECT Lillooet - Seton REPORTED Sep-01-11
Analysis Description Method Reference(s) (* = modified from) LAB Preparation Analysis
Hardness (Calc) APHA 2340 B RMD Fecal Coliforms (Membrane Filtration) N/A APHA 9222 KEL Total Coliforms (Membrane Filtration) N/A APHA 9223/9222 KEL E. coli (MF) N/A APHA 9223/9222 KEL Heterotrophic Plate Count N/A APHA 9215 D KEL Total Recoverable Metals by ICPMS EPA 200.2 * EPA 6020A RMD
CARO Analytical Services Page 4 of 9 QUALITY CONTROL DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1077 PROJECT Lillooet - Seton REPORTED Sep-01-11
The following section reports quality control (QC) data that is associated with your sample data. Groups of samples are prepared in “batches” and analyzed in conjunction with quality control samples that ensure your data is of the highest quality. Common QC types include:
• Method Blank (Blk): Laboratory reagent water is carried through sample preparation and analysis steps. Method Blanks indicate that results are free from contamination, i.e. not biased high from sources such as the sample container or the laboratory environment
• Duplicate (Dup): Preparation and analysis of a replicate aliquot of a sample. Duplicates provide a measure of the analytical method’s precision, i.e. how reproducible a result is. Duplicates are only reported if they are associated with your sample data.
• Blank Spike (BS): A known amount of standard is carried through sample preparation and analysis steps. Blank Spikes, also known as laboratory control samples (LCS), are prepared from a different source of standard than used for the calibration. They ensure that the calibration is acceptable (i.e. not biased high or low) and also provide a measure of the analytical method’s accuracy (i.e. closeness of the result to a target value).
• Standard Reference Material (SRM): A material of similar matrix to the samples, externally certified for the parameter(s) listed. Standard Reference Materials ensure that the preparation steps in the method are adequate to achieve acceptable recoveries of the parameter(s) tested for.
Each QC type is analyzed at a 5-10% frequency, i.e. one blank/duplicate/spike for every 10 samples. For all types of QC, the specified recovery (% Rec) and relative percent difference (RPD) limits are derived from long-term method performance averages and/or prescribed by the reference method.
Reporting Spike Source % REC % RPD Analyte Result Limit Units Level Result % REC Limits % RPD Limit Notes
Microbiological Parameters, Batch K103547
Blank (K103547-BLK1) Prepared: Aug-25-11, Analyzed: Aug-26-11
Coliforms, Total < 1 1 CFU/100mL E. coli < 1 1 CFU/100mL
Blank (K103547-BLK2) Prepared: Aug-25-11, Analyzed: Aug-26-11
Coliforms, Total < 1 1 CFU/100mL E. coli < 1 1 CFU/100mL
Blank (K103547-BLK3) Prepared: Aug-25-11, Analyzed: Aug-26-11
Coliforms, Total < 1 1 CFU/100mL E. coli < 1 1 CFU/100mL
Blank (K103547-BLK4) Prepared: Aug-25-11, Analyzed: Aug-26-11
Coliforms, Total < 1 1 CFU/100mL E. coli < 1 1 CFU/100mL
Blank (K103547-BLK5) Prepared: Aug-25-11, Analyzed: Aug-26-11
Coliforms, Total < 1 1 CFU/100mL E. coli < 1 1 CFU/100mL
Blank (K103547-BLK6) Prepared: Aug-25-11, Analyzed: Aug-26-11
Coliforms, Total < 1 1 CFU/100mL E. coli < 1 1 CFU/100mL
Blank (K103547-BLK7) Prepared: Aug-25-11, Analyzed: Aug-26-11
Coliforms, Total < 1 1 CFU/100mL E. coli < 1 1 CFU/100mL Microbiological Parameters, Batch K103548
Blank (K103548-BLK1) Prepared: Aug-25-11, Analyzed: Aug-26-11
Coliforms, Fecal < 1 1 CFU/100mL Microbiological Parameters, Batch K103555
Blank (K103555-BLK1) Prepared: Aug-25-11, Analyzed: Aug-28-11
Heterotrophic Plate Count < 1 1 CFU/mL
Blank (K103555-BLK2) Prepared: Aug-25-11, Analyzed: Aug-28-11
Heterotrophic Plate Count < 1 1 CFU/mL
CARO Analytical Services Page 5 of 9 QUALITY CONTROL DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1077 PROJECT Lillooet - Seton REPORTED Sep-01-11
Reporting Spike Source % REC % RPD Analyte Result Limit Units Level Result % REC Limits % RPD Limit Notes
Microbiological Parameters, Batch K103555, Continued
Duplicate (K103555-DUP2) Source: K1H1077-01 Prepared: Aug-25-11, Analyzed: Aug-28-11
Heterotrophic Plate Count 13 1 CFU/mL 20 42 40 QR-02 Total Recoverable Metals by ICPMS, Batch R102678
Blank (R102678-BLK1) Prepared: Aug-26-11, Analyzed: Aug-29-11
Aluminum < 0.050 0.050 mg/L Antimony < 0.0010 0.0010 mg/L Arsenic < 0.0050 0.0050 mg/L Barium < 0.050 0.050 mg/L Beryllium < 0.0010 0.0010 mg/L Bismuth < 0.0010 0.0010 mg/L Boron < 0.040 0.040 mg/L Cadmium < 0.00010 0.00010 mg/L Calcium < 5.0 5.0 mg/L Chromium < 0.0050 0.0050 mg/L Cobalt < 0.00050 0.00050 mg/L Copper < 0.0020 0.0020 mg/L Iron < 0.10 0.10 mg/L Lead < 0.0010 0.0010 mg/L Lithium < 0.0010 0.0010 mg/L Magnesium < 0.10 0.10 mg/L Manganese < 0.0020 0.0020 mg/L Mercury < 0.00020 0.00020 mg/L Molybdenum < 0.0010 0.0010 mg/L Nickel < 0.0020 0.0020 mg/L Phosphorus < 0.20 0.20 mg/L Potassium < 0.20 0.20 mg/L Selenium < 0.0050 0.0050 mg/L Silicon < 5.0 5.0 mg/L Silver < 0.00050 0.00050 mg/L Sodium < 0.20 0.20 mg/L Strontium < 0.010 0.010 mg/L Tellurium < 0.0020 0.0020 mg/L Thallium < 0.00020 0.00020 mg/L Thorium < 0.0010 0.0010 mg/L Tin < 0.0020 0.0020 mg/L Titanium < 0.050 0.050 mg/L Uranium < 0.00020 0.00020 mg/L Vanadium < 0.010 0.010 mg/L Zinc < 0.040 0.040 mg/L Zirconium < 0.0010 0.0010 mg/L
Blank (R102678-BLK2) Prepared: Aug-26-11, Analyzed: Aug-29-11
Aluminum < 0.050 0.050 mg/L Antimony < 0.0010 0.0010 mg/L Arsenic < 0.0050 0.0050 mg/L Barium < 0.050 0.050 mg/L Beryllium < 0.0010 0.0010 mg/L Bismuth < 0.0010 0.0010 mg/L Boron < 0.040 0.040 mg/L Cadmium < 0.00010 0.00010 mg/L Calcium < 5.0 5.0 mg/L Chromium < 0.0050 0.0050 mg/L Cobalt < 0.00050 0.00050 mg/L Copper < 0.0020 0.0020 mg/L Iron < 0.10 0.10 mg/L Lead < 0.0010 0.0010 mg/L Lithium < 0.0010 0.0010 mg/L Magnesium < 0.10 0.10 mg/L Manganese < 0.0020 0.0020 mg/L Mercury < 0.00020 0.00020 mg/L Molybdenum < 0.0010 0.0010 mg/L Nickel < 0.0020 0.0020 mg/L
CARO Analytical Services Page 6 of 9 QUALITY CONTROL DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1077 PROJECT Lillooet - Seton REPORTED Sep-01-11
Reporting Spike Source % REC % RPD Analyte Result Limit Units Level Result % REC Limits % RPD Limit Notes
Total Recoverable Metals by ICPMS, Batch R102678, Continued
Blank (R102678-BLK2), Continued Prepared: Aug-26-11, Analyzed: Aug-29-11
Phosphorus < 0.20 0.20 mg/L Potassium < 0.20 0.20 mg/L Selenium < 0.0050 0.0050 mg/L Silicon < 5.0 5.0 mg/L Silver < 0.00050 0.00050 mg/L Sodium < 0.20 0.20 mg/L Strontium < 0.010 0.010 mg/L Tellurium < 0.0020 0.0020 mg/L Thallium < 0.00020 0.00020 mg/L Thorium < 0.0010 0.0010 mg/L Tin < 0.0020 0.0020 mg/L Titanium < 0.050 0.050 mg/L Uranium < 0.00020 0.00020 mg/L Vanadium < 0.010 0.010 mg/L Zinc < 0.040 0.040 mg/L Zirconium < 0.0010 0.0010 mg/L
Blank (R102678-BLK3) Prepared: Aug-26-11, Analyzed: Aug-29-11
Aluminum < 0.050 0.050 mg/L Antimony < 0.0010 0.0010 mg/L Arsenic < 0.0050 0.0050 mg/L Barium < 0.050 0.050 mg/L Beryllium < 0.0010 0.0010 mg/L Bismuth < 0.0010 0.0010 mg/L Boron < 0.040 0.040 mg/L Cadmium < 0.00010 0.00010 mg/L Calcium < 5.0 5.0 mg/L Chromium < 0.0050 0.0050 mg/L Cobalt < 0.00050 0.00050 mg/L Copper < 0.0020 0.0020 mg/L Iron < 0.10 0.10 mg/L Lead < 0.0010 0.0010 mg/L Lithium < 0.0010 0.0010 mg/L Magnesium < 0.10 0.10 mg/L Manganese < 0.0020 0.0020 mg/L Mercury < 0.00020 0.00020 mg/L Molybdenum < 0.0010 0.0010 mg/L Nickel < 0.0020 0.0020 mg/L Phosphorus < 0.20 0.20 mg/L Potassium < 0.20 0.20 mg/L Selenium < 0.0050 0.0050 mg/L Silicon < 5.0 5.0 mg/L Silver < 0.00050 0.00050 mg/L Sodium < 0.20 0.20 mg/L Strontium < 0.010 0.010 mg/L Tellurium < 0.0020 0.0020 mg/L Thallium < 0.00020 0.00020 mg/L Thorium < 0.0010 0.0010 mg/L Tin < 0.0020 0.0020 mg/L Titanium < 0.050 0.050 mg/L Uranium < 0.00020 0.00020 mg/L Vanadium < 0.010 0.010 mg/L Zinc < 0.040 0.040 mg/L Zirconium < 0.0010 0.0010 mg/L
Reference (R102678-SRM1) Prepared: Aug-26-11, Analyzed: Aug-29-11
Aluminum 0.307 0.050 mg/L 0.296 104 81-129 Antimony 0.0528 0.0010 mg/L 0.0505 105 88-114 Arsenic 0.122 0.0050 mg/L 0.122 100 88-114 Barium 0.776 0.050 mg/L 0.777 100 72-104 Beryllium 0.0492 0.0010 mg/L 0.0488 101 76-131 Boron 3.33 0.040 mg/L 3.40 98 75-121 Cadmium 0.0484 0.00010 mg/L 0.0490 99 89-111
CARO Analytical Services Page 7 of 9 QUALITY CONTROL DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1077 PROJECT Lillooet - Seton REPORTED Sep-01-11
Reporting Spike Source % REC % RPD Analyte Result Limit Units Level Result % REC Limits % RPD Limit Notes
Total Recoverable Metals by ICPMS, Batch R102678, Continued
Reference (R102678-SRM1), Continued Prepared: Aug-26-11, Analyzed: Aug-29-11
Calcium 10.8 5.0 mg/L 10.2 105 86-121 Chromium 0.256 0.0050 mg/L 0.242 106 89-114 Cobalt 0.0394 0.00050 mg/L 0.0366 108 91-113 Copper 0.537 0.0020 mg/L 0.487 110 91-115 Iron 0.51 0.10 mg/L 0.469 109 77-124 Lead 0.207 0.0010 mg/L 0.193 107 92-113 Lithium 0.424 0.0010 mg/L 0.390 109 85-115 Magnesium 3.56 0.10 mg/L 3.31 108 78-120 Manganese 0.113 0.0020 mg/L 0.109 103 90-114 Mercury 0.00479 0.00020 mg/L 0.00456 105 50-150 Molybdenum 0.190 0.0010 mg/L 0.197 97 90-111 Nickel 0.265 0.0020 mg/L 0.242 110 90-111 Phosphorus 0.21 0.20 mg/L 0.233 90 85-115 Potassium 6.18 0.20 mg/L 5.93 104 84-113 Selenium 0.108 0.0050 mg/L 0.115 93 85-115 Sodium 8.17 0.20 mg/L 7.64 107 82-123 Strontium 0.366 0.010 mg/L 0.363 101 88-112 Thallium 0.0786 0.00020 mg/L 0.0794 99 91-114 Uranium 0.0187 0.00020 mg/L 0.0192 97 85-120 Vanadium 0.382 0.010 mg/L 0.376 102 86-111 Zinc 2.43 0.040 mg/L 2.42 100 85-111
Reference (R102678-SRM2) Prepared: Aug-26-11, Analyzed: Aug-29-11
Aluminum 0.320 0.050 mg/L 0.296 108 81-129 Antimony 0.0539 0.0010 mg/L 0.0505 107 88-114 Arsenic 0.125 0.0050 mg/L 0.122 102 88-114 Barium 0.799 0.050 mg/L 0.777 103 72-104 Beryllium 0.0492 0.0010 mg/L 0.0488 101 76-131 Boron 3.33 0.040 mg/L 3.40 98 75-121 Cadmium 0.0512 0.00010 mg/L 0.0490 104 89-111 Calcium 10.9 5.0 mg/L 10.2 107 86-121 Chromium 0.263 0.0050 mg/L 0.242 109 89-114 Cobalt 0.0411 0.00050 mg/L 0.0366 112 91-113 Copper 0.551 0.0020 mg/L 0.487 113 91-115 Iron 0.53 0.10 mg/L 0.469 113 77-124 Lead 0.203 0.0010 mg/L 0.193 105 92-113 Lithium 0.426 0.0010 mg/L 0.390 109 85-115 Magnesium 3.64 0.10 mg/L 3.31 110 78-120 Manganese 0.117 0.0020 mg/L 0.109 107 90-114 Mercury 0.00488 0.00020 mg/L 0.00456 107 50-150 Molybdenum 0.200 0.0010 mg/L 0.197 102 90-111 Nickel 0.256 0.0020 mg/L 0.242 106 90-111 Phosphorus 0.24 0.20 mg/L 0.233 102 85-115 Potassium 6.32 0.20 mg/L 5.93 107 84-113 Selenium 0.122 0.0050 mg/L 0.115 106 85-115 Sodium 8.30 0.20 mg/L 7.64 109 82-123 Strontium 0.377 0.010 mg/L 0.363 104 88-112 Thallium 0.0780 0.00020 mg/L 0.0794 98 91-114 Uranium 0.0186 0.00020 mg/L 0.0192 97 85-120 Vanadium 0.391 0.010 mg/L 0.376 104 86-111 Zinc 2.51 0.040 mg/L 2.42 104 85-111
Reference (R102678-SRM3) Prepared: Aug-26-11, Analyzed: Aug-29-11
Aluminum 0.329 0.050 mg/L 0.296 111 81-129 Antimony 0.0531 0.0010 mg/L 0.0505 105 88-114 Arsenic 0.122 0.0050 mg/L 0.122 100 88-114 Barium 0.754 0.050 mg/L 0.777 97 72-104 Beryllium 0.0512 0.0010 mg/L 0.0488 105 76-131 Boron 3.35 0.040 mg/L 3.40 98 75-121 Cadmium 0.0491 0.00010 mg/L 0.0490 100 89-111 Calcium 10.7 5.0 mg/L 10.2 105 86-121 Chromium 0.253 0.0050 mg/L 0.242 104 89-114 Cobalt 0.0390 0.00050 mg/L 0.0366 106 91-113
CARO Analytical Services Page 8 of 9 QUALITY CONTROL DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1077 PROJECT Lillooet - Seton REPORTED Sep-01-11
Reporting Spike Source % REC % RPD Analyte Result Limit Units Level Result % REC Limits % RPD Limit Notes
Total Recoverable Metals by ICPMS, Batch R102678, Continued
Reference (R102678-SRM3), Continued Prepared: Aug-26-11, Analyzed: Aug-29-11
Copper 0.526 0.0020 mg/L 0.487 108 91-115 Iron 0.50 0.10 mg/L 0.469 107 77-124 Lead 0.215 0.0010 mg/L 0.193 112 92-113 Lithium 0.424 0.0010 mg/L 0.390 109 85-115 Magnesium 3.49 0.10 mg/L 3.31 105 78-120 Manganese 0.111 0.0020 mg/L 0.109 102 90-114 Mercury 0.00477 0.00020 mg/L 0.00456 105 50-150 Molybdenum 0.192 0.0010 mg/L 0.197 97 90-111 Nickel 0.244 0.0020 mg/L 0.242 101 90-111 Phosphorus 0.21 0.20 mg/L 0.233 91 85-115 Potassium 6.18 0.20 mg/L 5.93 104 84-113 Selenium 0.115 0.0050 mg/L 0.115 100 85-115 Sodium 8.13 0.20 mg/L 7.64 106 82-123 Strontium 0.360 0.010 mg/L 0.363 99 88-112 Thallium 0.0763 0.00020 mg/L 0.0794 96 91-114 Uranium 0.0182 0.00020 mg/L 0.0192 95 85-120 Vanadium 0.377 0.010 mg/L 0.376 100 86-111 Zinc 2.39 0.040 mg/L 2.42 99 85-111
QC Qualifiers:
QR-02 The RPD result exceeded the QC control limits. Sample results were accepted based on additional batch QC data.
CARO Analytical Services Page 9 of 9 CERTIFICATE OF ANALYSIS
CLIENT Western Water Associates Ltd 10051 Hwy 97 N Lake Country BC TEL 1-250-766-1030 V4VC 1P6 FAX -
ATTENTION Ryan Rhodes
RECEIVED / TEMP Aug-26-11 16:28 / 12.0 °C WORK ORDER K1H1153 REPORTED Sep-16-11 PROJECT Approval of New Sources-IHA (Ryan Rhodes) COC #(s) 32574 PROJECT INFO Lillooet-Seton 11-030-01
General Comments:
CARO Analytical Services employs methods which are based on those found in “Standard Methods for the Examination of Water and Wastewater”, 21st Edition, 2005, published by the American Public Health Association (APHA); US EPA protocols found in “Test Methods for Evaluating Solid Waste, Physical/Chemical Methods, SW846”, 3rd Edition; protocols published by the British Columbia Ministry of Environment (BCMOE); and/or CCME Canada-wide Standard Reference methods.
Methods not described in these publications are conducted according to procedures accepted by appropriate regulatory agencies, and/or are done in accordance with recognized professional standards using accepted testing methodologies and quality control efforts except where otherwise agreed to by the client.
The results in this report apply to the samples analyzed in accordance with the chain of custody document. This analytical report must be reproduced in its entirity. CARO is not responsible for any loss or damage resulting directly or indirectly from error or omission in the conduct of testing. Liability is limited to the cost of analysis. Samples will be disposed of 30 days after the test report has been issued unless otherwise agreed to in writing.
• All solids results are reported on a dry weight basis unless otherwise noted
• Units: mg/kg = milligrams per kilogram, equivalent to parts per million (ppm) mg/L = milligrams per litre, equivalent to parts per million (ppm) ug/L = micrograms per litre, equivalent to parts per billion (ppb) ug/g = micrograms per gram, equivalent to parts per million (ppm) ug/m3 = micrograms per cubic meter of air
• "RDL" Reported detection limit • "<" Less than reported detection limit • "AO" Aesthetic objective • "MAC" Maximum acceptable concentration (health-related guideline) • "LAB" RMD = Richmond location, KEL = Kelowna location, EDM = Edmonton location, SUB = Subcontracted
Please contact CARO if more information is needed or to provide feedback on our services.
CARO Analytical Services
Final Review Per: Jennifer Shanko, AScT Administration Coordinator
CARO Analytical Services #120 12791 Clarke Place #102 3677 Highway 97N 9523 42 Avenue Richmond, BC V6V 2H9 Kelowna, BC V1X 5C3 Edmonton, AB T6E 5R2 Tel: 604-279-1499 Fax: 604-279-1599 Tel: 250-765-9646 Fax: 250-765-3893 Tel: 780-628-3737 www.caro.ca Page 1 of 20 SAMPLE DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1153 PROJECT Approval of New Sources-IHA (Ryan Rhodes) REPORTED Sep-16-11
Canadian DW Analyte Result Guideline RDL Units Prepared Analyzed Notes (Dec 10)
General Parameters
Well 2 - Seton (K1H1153-01) Matrix: Water Sampled: Aug-26-11 10:00 Aggresiveness Index 12.4 - Sep-07-11 Sep-07-11 Alkalinity, Total as CaCO3 124 1.0 mg/L Aug-29-11 Aug-30-11 Alkalinity, Carbonate as CaCO3 < 1.0 1.0 mg/L Aug-29-11 Aug-30-11 Alkalinity, Bicarbonate as CaCO3 124 1.0 mg/L Aug-29-11 Aug-30-11 Alkalinity, Hydroxide as CaCO3 < 1.0 1.0 mg/L Aug-29-11 Aug-30-11 Carbon, Total Organic 0.6 0.5 mg/L Aug-26-11 Aug-30-11 Chloride 11.3 AO ≤ 250 0.10 mg/L Aug-27-11 Aug-27-11 Colour, True < 5 AO ≤ 15 5 Color Unit Aug-26-11 Aug-29-11 Conductivity (EC) 324 2 uS/cm Aug-29-11 Aug-29-11 Cyanide (total) < 0.01 MAC = 0.2 0.01 mg/L Aug-26-11 Sep-02-11 Fluoride < 0.10 MAC = 1.5 0.10 mg/L Aug-27-11 Aug-27-11 Hardness, Total (Total as CaCO3) 145 1.25 mg/L Aug-31-11 Sep-01-11 Hardness, Total (Diss. as CaCO3) 150 0.999 mg/L Sep-01-11 Sep-01-11 Langelier Index 0.27 -5.00 - Sep-07-11 Sep-07-11 Nitrogen, Ammonia as N 0.02 0.01 mg/L Aug-26-11 Aug-30-11 Nitrogen, Nitrate as N 0.069 MAC = 10 0.010 mg/L Aug-27-11 Aug-27-11 Nitrogen, Nitrite as N < 0.01 MAC = 1 0.01 mg/L Aug-27-11 Aug-27-11 Nitrogen, Total Kjeldahl 0.12 0.05 mg/L Aug-26-11 Aug-31-11 Nitrogen, Organic 0.10 0.05 mg/L Aug-26-11 Aug-31-11 Solids, Total Dissolved 174 AO ≤ 500 5 mg/L Aug-26-11 Aug-26-11 Sulfate 31.3 AO ≤ 500 1.0 mg/L Aug-27-11 Aug-27-11 Sulfide < 0.05 AO ≤ 0.05 0.05 mg/L Aug-31-11 Sep-01-11 Turbidity 0.22 Varies, See Guidelines 0.10 NTU Aug-26-11 Aug-26-11 UV Transmittance @ 254nm - 98.4 0.1 % Aug-30-11 Aug-30-11 Unfiltered
Well 2 - Seton (K1H1153-02) Matrix: Water Sampled: Aug-26-11 10:00 pH 8.04 AO = 6.5 - 8.5 0.01 pH Units Aug-29-11 Aug-29-11
Field Parameters
Well 2 - Seton (K1H1153-01) Matrix: Water Sampled: Aug-26-11 10:00 Conductivity (EC) 328 5 uS/cm N/A Aug-26-11 Oxidation/Reduction Potential 221 -200 millivolts N/A Aug-26-11 pH 8.10 AO = 6.5 - 8.5 0.10 pH Units N/A Aug-26-11 Temperature 10.2 AO ≤ 15 C N/A Aug-26-11
Dissolved Metals by ICPMS
Well 2 - Seton (K1H1153-01) Matrix: Water Sampled: Aug-26-11 10:00 Aluminum, dissolved 0.010 0.005 mg/L Sep-01-11 Sep-01-11 Antimony, dissolved 0.0007 0.0001 mg/L Sep-01-11 Sep-01-11 Arsenic, dissolved 0.0017 0.0005 mg/L Sep-01-11 Sep-01-11 Barium, dissolved 0.031 0.005 mg/L Sep-01-11 Sep-01-11 Beryllium, dissolved < 0.0001 0.0001 mg/L Sep-01-11 Sep-01-11 Bismuth, dissolved < 0.0001 0.0001 mg/L Sep-01-11 Sep-01-11
CARO Analytical Services Page 2 of 20 SAMPLE DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1153 PROJECT Approval of New Sources-IHA (Ryan Rhodes) REPORTED Sep-16-11
Canadian DW Analyte Result Guideline RDL Units Prepared Analyzed Notes (Dec 10)
Dissolved Metals by ICPMS, Continued
Well 2 - Seton (K1H1153-01) Matrix: Water Sampled: Aug-26-11 10:00, Continued Boron, dissolved 0.057 0.004 mg/L Sep-01-11 Sep-01-11 Cadmium, dissolved 0.00002 0.00001 mg/L Sep-01-11 Sep-01-11 Calcium, dissolved 41.6 0.4 mg/L Sep-01-11 Sep-01-11 Chromium, dissolved < 0.0005 0.0005 mg/L Sep-01-11 Sep-01-11 Cobalt, dissolved < 0.00005 0.00005 mg/L Sep-01-11 Sep-01-11 Copper, dissolved 0.0006 0.0002 mg/L Sep-01-11 Sep-01-11 Iron, dissolved < 0.01 0.01 mg/L Sep-01-11 Sep-01-11 Lead, dissolved < 0.0001 0.0001 mg/L Sep-01-11 Sep-01-11 Lithium, dissolved 0.0019 0.0001 mg/L Sep-01-11 Sep-01-11 Magnesium, dissolved 10.2 0.01 mg/L Sep-01-11 Sep-01-11 Manganese, dissolved 0.0003 0.0002 mg/L Sep-01-11 Sep-01-11 Mercury, dissolved < 0.00002 0.00002 mg/L Sep-01-11 Sep-01-11 Molybdenum, dissolved 0.0022 0.0001 mg/L Sep-01-11 Sep-01-11 Nickel, dissolved < 0.0002 0.0002 mg/L Sep-01-11 Sep-01-11 Phosphorus, dissolved < 0.02 0.02 mg/L Sep-01-11 Sep-01-11 Potassium, dissolved 2.01 0.02 mg/L Sep-01-11 Sep-01-11 Selenium, dissolved 0.0010 0.0005 mg/L Sep-01-11 Sep-01-11 Silicon, dissolved 3.4 0.5 mg/L Sep-01-11 Sep-01-11 Silver, dissolved < 0.00005 0.00005 mg/L Sep-01-11 Sep-01-11 Sodium, dissolved 9.62 0.02 mg/L Sep-01-11 Sep-01-11 Strontium, dissolved 0.206 0.001 mg/L Sep-01-11 Sep-01-11 Tellurium, dissolved < 0.0002 0.0002 mg/L Sep-01-11 Sep-01-11 Thallium, dissolved < 0.00002 0.00002 mg/L Sep-01-11 Sep-01-11 Thorium, dissolved < 0.0001 0.0001 mg/L Sep-01-11 Sep-01-11 Tin, dissolved < 0.0002 0.0002 mg/L Sep-01-11 Sep-01-11 Titanium, dissolved < 0.005 0.005 mg/L Sep-01-11 Sep-01-11 Uranium, dissolved 0.00036 0.00002 mg/L Sep-01-11 Sep-01-11 Vanadium, dissolved < 0.001 0.001 mg/L Sep-01-11 Sep-01-11 Zinc, dissolved 0.007 0.004 mg/L Sep-01-11 Sep-01-11 Zirconium, dissolved < 0.0001 0.0001 mg/L Sep-01-11 Sep-01-11
Total Recoverable Metals by ICPMS
Well 2 - Seton (K1H1153-01) Matrix: Water Sampled: Aug-26-11 10:00 Aluminum 0.015 AO ≤ 0.1 0.005 mg/L Aug-31-11 Sep-01-11 Antimony 0.0004 MAC = 0.006 0.0001 mg/L Aug-31-11 Sep-01-11 Arsenic 0.0017 MAC = 0.01 0.0005 mg/L Aug-31-11 Sep-01-11 Barium 0.031 MAC = 1 0.005 mg/L Aug-31-11 Sep-01-11 Beryllium < 0.0001 0.0001 mg/L Aug-31-11 Sep-01-11 Bismuth < 0.0001 0.0001 mg/L Aug-31-11 Sep-01-11 Boron 0.059 MAC = 5 0.004 mg/L Aug-31-11 Sep-01-11 Cadmium 0.00002 MAC = 0.005 0.00001 mg/L Aug-31-11 Sep-01-11 Calcium 41.0 0.5 mg/L Aug-31-11 Sep-01-11 Chromium 0.0007 MAC = 0.05 0.0005 mg/L Aug-31-11 Sep-01-11 Cobalt < 0.00005 0.00005 mg/L Aug-31-11 Sep-01-11 Copper 0.0007 AO ≤ 1 0.0002 mg/L Aug-31-11 Sep-01-11
CARO Analytical Services Page 3 of 20 SAMPLE DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1153 PROJECT Approval of New Sources-IHA (Ryan Rhodes) REPORTED Sep-16-11
Canadian DW Analyte Result Guideline RDL Units Prepared Analyzed Notes (Dec 10)
Total Recoverable Metals by ICPMS, Continued
Well 2 - Seton (K1H1153-01) Matrix: Water Sampled: Aug-26-11 10:00, Continued Iron 0.02 AO ≤ 0.3 0.01 mg/L Aug-31-11 Sep-01-11 Lead < 0.0001 MAC = 0.01 0.0001 mg/L Aug-31-11 Sep-01-11 Lithium 0.0019 0.0001 mg/L Aug-31-11 Sep-01-11 Magnesium 10.2 0.01 mg/L Aug-31-11 Sep-01-11 Manganese 0.0010 AO ≤ 0.05 0.0002 mg/L Aug-31-11 Sep-01-11 Mercury < 0.00002 MAC = 0.001 0.00002 mg/L Aug-31-11 Sep-01-11 Molybdenum 0.0022 0.0001 mg/L Aug-31-11 Sep-01-11 Nickel 0.0021 0.0002 mg/L Aug-31-11 Sep-01-11 Phosphorus < 0.02 0.02 mg/L Aug-31-11 Sep-01-11 Potassium 2.00 0.02 mg/L Aug-31-11 Sep-01-11 Selenium 0.0010 MAC = 0.01 0.0005 mg/L Aug-31-11 Sep-01-11 Silicon 3.2 0.5 mg/L Aug-31-11 Sep-01-11 Silver < 0.00005 0.00005 mg/L Aug-31-11 Sep-01-11 Sodium 9.72 AO ≤ 200 0.02 mg/L Aug-31-11 Sep-01-11 Strontium 0.198 0.001 mg/L Aug-31-11 Sep-01-11 Tellurium < 0.0002 0.0002 mg/L Aug-31-11 Sep-01-11 Thallium < 0.00002 0.00002 mg/L Aug-31-11 Sep-01-11 Thorium < 0.0001 0.0001 mg/L Aug-31-11 Sep-01-11 Tin < 0.0002 0.0002 mg/L Aug-31-11 Sep-01-11 Titanium < 0.005 0.005 mg/L Aug-31-11 Sep-01-11 Uranium 0.00036 MAC = 0.02 0.00002 mg/L Aug-31-11 Sep-01-11 Vanadium < 0.001 0.001 mg/L Aug-31-11 Sep-01-11 Zinc 0.005 AO ≤ 5 0.004 mg/L Aug-31-11 Sep-01-11 Zirconium < 0.0001 0.0001 mg/L Aug-31-11 Sep-01-11
Microbiological Parameters
Well 2 - Seton (K1H1153-01) Matrix: Water Sampled: Aug-26-11 10:00 Sulfate Reducing Bacteria Not Detected Aug-26-11 Sep-08-11 Iron Related Bacteria Detected Aug-26-11 Sep-08-11 Coliforms, Total 1 MAC < 1 1 CFU/100mL Aug-26-11 Aug-27-11 Coliforms, Fecal < 1 1 CFU/100mL Aug-26-11 Aug-27-11 Background Colonies < 1 1 CFU/100mL Aug-26-11 Aug-27-11 Heterotrophic Plate Count 5 1 CFU/mL Aug-26-11 Aug-29-11 E. coli < 1 MAC < 1 1 CFU/100mL Aug-26-11 Aug-27-11
Aggregate Organic Parameters
Well 2 - Seton (K1H1153-01) Matrix: Water Sampled: Aug-26-11 10:00 VHw (6-10) < 100 100 ug/L Aug-31-11 Aug-31-11 VPHw < 100 100 ug/L Aug-31-11 Aug-31-11 EPHw (10-19) < 100 100 ug/L Aug-31-11 Sep-01-11 LEPHw < 100 100 ug/L Aug-31-11 Sep-01-11 EPHw (19-32) < 100 100 ug/L Aug-31-11 Sep-01-11 HEPHw < 100 100 ug/L Aug-31-11 Sep-01-11 Total PAH < 0.30 0.30 ug/L Aug-31-11 Sep-01-11
CARO Analytical Services Page 4 of 20 SAMPLE DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1153 PROJECT Approval of New Sources-IHA (Ryan Rhodes) REPORTED Sep-16-11
Canadian DW Analyte Result Guideline RDL Units Prepared Analyzed Notes (Dec 10)
Polycyclic Aromatic Hydrocarbons by GCMS
Well 2 - Seton (K1H1153-01) Matrix: Water Sampled: Aug-26-11 10:00 Acenaphthene < 0.00005 0.00005 mg/L Aug-31-11 Sep-01-11 Acenaphthylene < 0.00005 0.00005 mg/L Aug-31-11 Sep-01-11 Acridine < 0.00010 0.00010 mg/L Aug-31-11 Sep-01-11 Anthracene < 0.00005 0.00005 mg/L Aug-31-11 Sep-01-11 Benzo (a) anthracene < 0.00005 0.00005 mg/L Aug-31-11 Sep-01-11 Benzo (a) pyrene < 0.00001 MAC = 0.00001 0.00001 mg/L Aug-31-11 Sep-01-11 Benzo (b) fluoranthene < 0.00005 0.00005 mg/L Aug-31-11 Sep-01-11 Benzo (g,h,i) perylene < 0.00005 0.00005 mg/L Aug-31-11 Sep-01-11 Benzo (k) fluoranthene < 0.00005 0.00005 mg/L Aug-31-11 Sep-01-11 Chrysene < 0.00005 0.00005 mg/L Aug-31-11 Sep-01-11 Dibenz (a,h) anthracene < 0.00005 0.00005 mg/L Aug-31-11 Sep-01-11 Fluoranthene < 0.00005 0.00005 mg/L Aug-31-11 Sep-01-11 Fluorene < 0.00005 0.00005 mg/L Aug-31-11 Sep-01-11 Indeno (1,2,3-cd) pyrene < 0.00005 0.00005 mg/L Aug-31-11 Sep-01-11 Naphthalene < 0.00030 0.00030 mg/L Aug-31-11 Sep-01-11 Phenanthrene < 0.00010 0.00010 mg/L Aug-31-11 Sep-01-11 Pyrene < 0.00010 0.00010 mg/L Aug-31-11 Sep-01-11 Quinoline < 0.00010 0.00010 mg/L Aug-31-11 Sep-01-11 Surrogate: Naphthalene-d8 64 % 50-100 Aug-31-11 Sep-01-11 Surrogate: Acenaphthene-d10 77 % 50-104 Aug-31-11 Sep-01-11 Surrogate: Phenanthrene-d10 73 % 60-104 Aug-31-11 Sep-01-11 Surrogate: Chrysene-d12 62 % 60-108 Aug-31-11 Sep-01-11 Surrogate: Perylene-d12 86 % 60-109 Aug-31-11 Sep-01-11
Trihalomethane Formation Potential (APHA 5710B)
Well 2 - Seton (K1H1153-02) Matrix: Water Sampled: Aug-26-11 10:00 Incubation Temperature 20.0 C Aug-27-11 Aug-27-11 Incubation Time 7 Days Aug-27-11 Aug-27-11 Free Chlorine, Initial Dose 4.70 0.05 mg/L Aug-27-11 Aug-27-11 Free Chlorine, Final 4.00 0.05 mg/L Aug-27-11 Aug-27-11 Chlorine Demand, Free 0.7 mg/L Aug-27-11 Aug-27-11
Volatile Organic Compounds by GCMS
Well 2 - Seton (K1H1153-01) Matrix: Water Sampled: Aug-26-11 10:00 Benzene < 0.00050 MAC = 0.005 0.00050 mg/L Aug-31-11 Aug-31-11 Bromodichloromethane < 0.0010 0.0010 mg/L Aug-31-11 Aug-31-11 Bromoform < 0.0010 0.0010 mg/L Aug-31-11 Aug-31-11 Carbon tetrachloride < 0.0010 MAC = 0.005 0.0010 mg/L Aug-31-11 Aug-31-11 Chlorobenzene < 0.0010 MAC = 0.08 0.0010 mg/L Aug-31-11 Aug-31-11 Chloroethane < 0.0010 0.0010 mg/L Aug-31-11 Aug-31-11 Chloroform < 0.0010 0.0010 mg/L Aug-31-11 Aug-31-11 Dibromochloromethane < 0.0010 0.0010 mg/L Aug-31-11 Aug-31-11 1,2-Dibromoethane < 0.00030 0.00030 mg/L Aug-31-11 Aug-31-11 Dibromomethane < 0.0010 0.0010 mg/L Aug-31-11 Aug-31-11
CARO Analytical Services Page 5 of 20 SAMPLE DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1153 PROJECT Approval of New Sources-IHA (Ryan Rhodes) REPORTED Sep-16-11
Canadian DW Analyte Result Guideline RDL Units Prepared Analyzed Notes (Dec 10)
Volatile Organic Compounds by GCMS, Continued
Well 2 - Seton (K1H1153-01) Matrix: Water Sampled: Aug-26-11 10:00, Continued 1,2-Dichlorobenzene < 0.00050 MAC = 0.2 0.00050 mg/L Aug-31-11 Aug-31-11 1,3-Dichlorobenzene < 0.0010 0.0010 mg/L Aug-31-11 Aug-31-11 1,4-Dichlorobenzene < 0.0010 MAC = 0.005 0.0010 mg/L Aug-31-11 Aug-31-11 1,1-Dichloroethane < 0.0010 0.0010 mg/L Aug-31-11 Aug-31-11 1,2-Dichloroethane < 0.0010 MAC = 0.005 0.0010 mg/L Aug-31-11 Aug-31-11 1,1-Dichloroethene < 0.0010 MAC = 0.01 0.0010 mg/L Aug-31-11 Aug-31-11 cis-1,2-Dichloroethene < 0.0010 0.0010 mg/L Aug-31-11 Aug-31-11 trans-1,2-Dichloroethene < 0.0010 0.0010 mg/L Aug-31-11 Aug-31-11 1,2-Dichloropropane < 0.0010 0.0010 mg/L Aug-31-11 Aug-31-11 cis-1,3-Dichloropropene < 0.0010 0.0010 mg/L Aug-31-11 Aug-31-11 trans-1,3-Dichloropropene < 0.0010 0.0010 mg/L Aug-31-11 Aug-31-11 Ethylbenzene < 0.0010 0.0010 mg/L Aug-31-11 Aug-31-11 Methyl tert-butyl ether < 0.0010 0.0010 mg/L Aug-31-11 Aug-31-11 Dichloromethane < 0.0030 MAC = 0.05 0.0030 mg/L Aug-31-11 Aug-31-11 Styrene < 0.0010 0.0010 mg/L Aug-31-11 Aug-31-11 1,1,2,2-Tetrachloroethane < 0.0010 0.0010 mg/L Aug-31-11 Aug-31-11 Tetrachloroethylene < 0.0010 MAC = 0.03 0.0010 mg/L Aug-31-11 Aug-31-11 Toluene < 0.0010 0.0010 mg/L Aug-31-11 Aug-31-11 1,1,1-Trichloroethane < 0.0010 0.0010 mg/L Aug-31-11 Aug-31-11 1,1,2-Trichloroethane < 0.0010 0.0010 mg/L Aug-31-11 Aug-31-11 Trichloroethylene < 0.0010 MAC = 0.005 0.0010 mg/L Aug-31-11 Aug-31-11 Trichlorofluoromethane < 0.0010 0.0010 mg/L Aug-31-11 Aug-31-11 Vinyl chloride < 0.0010 MAC = 0.002 0.0010 mg/L Aug-31-11 Aug-31-11 Xylenes (total) < 0.0020 0.0020 mg/L Aug-31-11 Aug-31-11 Surrogate: Toluene-d8 93 % 80-120 Aug-31-11 Aug-31-11 Surrogate: 4-Bromofluorobenzene 103 % 80-120 Aug-31-11 Aug-31-11 Surrogate: 1,4-Dichlorobenzene-d4 112 % 80-120 Aug-31-11 Aug-31-11
Haloacetic Acids
Well 2 - Seton (K1H1153-02) Matrix: Water Sampled: Aug-26-11 10:00 HT Monochloroacetic Acid < 0.002 0.002 mg/L Sep-13-11 Sep-14-11 Monobromoacetic Acid < 0.002 0.002 mg/L Sep-13-11 Sep-14-11 Dichloroacetic Acid 0.022 0.002 mg/L Sep-13-11 Sep-14-11 Trichloroacetic Acid 0.014 0.002 mg/L Sep-13-11 Sep-14-11 Dibromoacetic Acid < 0.002 0.002 mg/L Sep-13-11 Sep-14-11 Total Haloacetic Acids (HAA5) 0.036 MAC = 0.08 0.004 mg/L Sep-13-11 Sep-14-11 Surrogate: 2-Bromopropionic Acid 146 % 99-165 Sep-13-11 Sep-14-11
Trihalomethane Formation Potential (APHA 5710B)
Well 2 - Seton (K1H1153-02) Matrix: Water Sampled: Aug-26-11 10:00 Total Trihalomethanes (as CHCl3) 0.009 0.003 mg/L Sep-08-11 Sep-08-11
Volatile Organic Compounds by GCMS
CARO Analytical Services Page 6 of 20 SAMPLE DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1153 PROJECT Approval of New Sources-IHA (Ryan Rhodes) REPORTED Sep-16-11
Canadian DW Analyte Result Guideline RDL Units Prepared Analyzed Notes (Dec 10)
Volatile Organic Compounds by GCMS, Continued
Well 2 - Seton (K1H1153-02) Matrix: Water Sampled: Aug-26-11 10:00 Bromodichloromethane 0.003 0.001 mg/L Sep-08-11 Sep-08-11 Bromoform < 0.001 0.001 mg/L Sep-08-11 Sep-08-11 Chloroform 0.006 0.001 mg/L Sep-08-11 Sep-08-11 Dibromochloromethane 0.001 0.001 mg/L Sep-08-11 Sep-08-11 Trihalomethanes (total) 0.010 MAC = 0.1 0.004 mg/L Sep-08-11 Sep-08-11 Surrogate: 4-Bromofluorobenzene 101 % 80-120 Sep-08-11 Sep-08-11
Sample Qualifiers:
HT Parameter(s) analyzed outside of the EPA/BCMOE/APHA recommended holding time.
CARO Analytical Services Page 7 of 20 ANALYSIS / REPORT INFORMATION
CLIENT Western Water Associates Ltd WORK ORDER # K1H1153 PROJECT Approval of New Sources-IHA (Ryan Rhodes) REPORTED Sep-16-11
Analysis Description Method Reference(s) (* = modified from) LAB Preparation Analysis
EPH in Water EPA 3510C BCMOE RMD L/HEPH in Water BCMOE RMD VH in Water EPA 5030B BCMOE RMD VOC/VH/VPH in Water BCMOE RMD Dissolved Metals by ICPMS N/A EPA 6020A RMD Conductivity, field N/A N/A SITE Oxidation-Reduction Potential N/A APHA 2580B SITE pH (field) N/A APHA 4500-H + B SITE Temperature (field) N/A Field Testing SITE Aggressiveness Index N/A Calculation KEL Alkalinity, all NO PREP APHA 2320 B KEL Total Organic Carbon N/A APHA 5310 B KEL Chloride by IC IC APHA 4110 B KEL True Colour N/A APHA 2120 B KEL Conductivity-Water NO PREP APHA 2510 B KEL Cyanide, Total Acid Digestion APHA 4500-CN KEL Fluoride by IC IC APHA 4110 B KEL Langelier Index N/A APHA 2330 B KEL Ammonia-N N/A APHA 4500-NH3 G KEL Nitrate by IC IC APHA 4110 B KEL Nitrite by IC IC APHA 4110 B KEL Organic Nitrogen (TKN - NH3-N) CALC KEL Total Kjeldahl Nitrogen N/A EPA 351.2 KEL pH NO PREP APHA 4500-H+ B KEL Total Dissolved Solids (180C) N/A APHA 2540 C KEL Sulfate by IC IC APHA 4110 B KEL Sulfide N/A APHA 4500-S D KEL Transmissivity at 254nm- Unfiltered NO PREP APHA 5910B KEL Turbidity N/A APHA 2130 B KEL Haloacetic Acids N/A EPA 552.3 RMD Background Count N/A APHA 9222 KEL Fecal Coliforms (Membrane Filtration) N/A APHA 9222 KEL Total Coliforms (Membrane Filtration) N/A APHA 9223/9222 KEL E. coli (MF) N/A APHA 9223/9222 KEL Iron Related Bacteria N/A DBISOP06 KEL Heterotrophic Plate Count N/A APHA 9215 D KEL Sulfate Reducing Bacteria N/A DBSLW05 KEL PAH in Water EPA 3510C EPA 8270D RMD Total Recoverable Metals by ICPMS EPA 200.2 * EPA 6020A RMD Chlorine Demand N/A APHA 5710 B KEL Free Chlorine, Final Dose N/A APHA 5710 B KEL Free Chlorine, Initial Dose N/A APHA 5710 B KEL Incubation Temperature N/A Thermometer KEL Incubation Time N/A N/A KEL Trihalomethanes [CALC] RMD VOC in Water EPA 5030B EPA 8260B RMD Trihalomethanes EPA 5030B EPA 8260B RMD
CARO Analytical Services Page 8 of 20 QUALITY CONTROL DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1153 PROJECT Approval of New Sources-IHA (Ryan Rhodes) REPORTED Sep-16-11
The following section reports quality control (QC) data that is associated with your sample data. Groups of samples are prepared in “batches” and analyzed in conjunction with quality control samples that ensure your data is of the highest quality. Common QC types include:
• Method Blank (Blk): Laboratory reagent water is carried through sample preparation and analysis steps. Method Blanks indicate that results are free from contamination, i.e. not biased high from sources such as the sample container or the laboratory environment
• Duplicate (Dup): Preparation and analysis of a replicate aliquot of a sample. Duplicates provide a measure of the analytical method’s precision, i.e. how reproducible a result is. Duplicates are only reported if they are associated with your sample data.
• Blank Spike (BS): A known amount of standard is carried through sample preparation and analysis steps. Blank Spikes, also known as laboratory control samples (LCS), are prepared from a different source of standard than used for the calibration. They ensure that the calibration is acceptable (i.e. not biased high or low) and also provide a measure of the analytical method’s accuracy (i.e. closeness of the result to a target value).
• Standard Reference Material (SRM): A material of similar matrix to the samples, externally certified for the parameter(s) listed. Standard Reference Materials ensure that the preparation steps in the method are adequate to achieve acceptable recoveries of the parameter(s) tested for.
Each QC type is analyzed at a 5-10% frequency, i.e. one blank/duplicate/spike for every 10 samples. For all types of QC, the specified recovery (% Rec) and relative percent difference (RPD) limits are derived from long-term method performance averages and/or prescribed by the reference method.
Reporting Spike Source % REC % RPD Analyte Result Limit Units Level Result % REC Limits % RPD Limit Notes
Aggregate Organic Parameters, Batch R102713
Blank (R102713-BLK1) Prepared: Aug-31-11, Analyzed: Aug-31-11
VHw (6-10) < 100 100 ug/L
LCS (R102713-BS2) Prepared: Aug-31-11, Analyzed: Aug-31-11
VHw (6-10) 2120 100 ug/L 2460 86 72-109 Aggregate Organic Parameters, Batch R102717
LCS (R102717-BS2) Prepared: Aug-31-11, Analyzed: Sep-01-11
EPHw (10-19) 2840 100 ug/L 3480 82 61-103 EPHw (19-32) 3780 100 ug/L 5050 75 57-101 Dissolved Metals by ICPMS, Batch R102725
Blank (R102725-BLK1) Prepared: Sep-01-11, Analyzed: Sep-01-11
Aluminum, dissolved < 0.005 0.005 mg/L Antimony, dissolved < 0.0001 0.0001 mg/L Arsenic, dissolved < 0.0005 0.0005 mg/L Barium, dissolved < 0.005 0.005 mg/L Beryllium, dissolved < 0.0001 0.0001 mg/L Bismuth, dissolved < 0.0001 0.0001 mg/L Boron, dissolved < 0.004 0.004 mg/L Cadmium, dissolved < 0.00001 0.00001 mg/L Calcium, dissolved < 0.400 0.400 mg/L Chromium, dissolved < 0.0005 0.0005 mg/L Cobalt, dissolved < 0.00005 0.00005 mg/L Copper, dissolved < 0.0002 0.0002 mg/L Iron, dissolved < 0.0100 0.0100 mg/L Lead, dissolved < 0.0001 0.0001 mg/L Lithium, dissolved < 0.0001 0.0001 mg/L Magnesium, dissolved < 0.0100 0.0100 mg/L Manganese, dissolved < 0.0002 0.0002 mg/L Mercury, dissolved < 0.00002 0.00002 mg/L Molybdenum, dissolved < 0.0001 0.0001 mg/L Nickel, dissolved < 0.0002 0.0002 mg/L Phosphorus, dissolved < 0.0200 0.0200 mg/L Potassium, dissolved < 0.0200 0.0200 mg/L Selenium, dissolved < 0.0005 0.0005 mg/L Silicon, dissolved < 0.500 0.500 mg/L Silver, dissolved < 0.00005 0.00005 mg/L Sodium, dissolved < 0.0200 0.0200 mg/L Strontium, dissolved < 0.001 0.001 mg/L
CARO Analytical Services Page 9 of 20 QUALITY CONTROL DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1153 PROJECT Approval of New Sources-IHA (Ryan Rhodes) REPORTED Sep-16-11
Reporting Spike Source % REC % RPD Analyte Result Limit Units Level Result % REC Limits % RPD Limit Notes
Dissolved Metals by ICPMS, Batch R102725, Continued
Blank (R102725-BLK1), Continued Prepared: Sep-01-11, Analyzed: Sep-01-11
Tellurium, dissolved < 0.0002 0.0002 mg/L Thallium, dissolved < 0.00002 0.00002 mg/L Thorium, dissolved < 0.0001 0.0001 mg/L Tin, dissolved < 0.0002 0.0002 mg/L Titanium, dissolved < 0.005 0.005 mg/L Uranium, dissolved < 0.00002 0.00002 mg/L Vanadium, dissolved < 0.001 0.001 mg/L Zinc, dissolved < 0.004 0.004 mg/L Zirconium, dissolved < 0.0001 0.0001 mg/L
Blank (R102725-BLK2) Prepared: Sep-01-11, Analyzed: Sep-01-11
Aluminum, dissolved < 0.005 0.005 mg/L Antimony, dissolved < 0.0001 0.0001 mg/L Arsenic, dissolved < 0.0005 0.0005 mg/L Barium, dissolved < 0.005 0.005 mg/L Beryllium, dissolved < 0.0001 0.0001 mg/L Bismuth, dissolved < 0.0001 0.0001 mg/L Boron, dissolved < 0.004 0.004 mg/L Cadmium, dissolved < 0.00001 0.00001 mg/L Calcium, dissolved < 0.400 0.400 mg/L Chromium, dissolved < 0.0005 0.0005 mg/L Cobalt, dissolved < 0.00005 0.00005 mg/L Copper, dissolved < 0.0002 0.0002 mg/L Iron, dissolved < 0.0100 0.0100 mg/L Lead, dissolved < 0.0001 0.0001 mg/L Lithium, dissolved < 0.0001 0.0001 mg/L Magnesium, dissolved < 0.0100 0.0100 mg/L Manganese, dissolved < 0.0002 0.0002 mg/L Mercury, dissolved < 0.00002 0.00002 mg/L Molybdenum, dissolved < 0.0001 0.0001 mg/L Nickel, dissolved < 0.0002 0.0002 mg/L Phosphorus, dissolved < 0.0200 0.0200 mg/L Potassium, dissolved < 0.0200 0.0200 mg/L Selenium, dissolved < 0.0005 0.0005 mg/L Silicon, dissolved < 0.500 0.500 mg/L Silver, dissolved < 0.00005 0.00005 mg/L Sodium, dissolved < 0.0200 0.0200 mg/L Strontium, dissolved < 0.001 0.001 mg/L Tellurium, dissolved < 0.0002 0.0002 mg/L Thallium, dissolved < 0.00002 0.00002 mg/L Thorium, dissolved < 0.0001 0.0001 mg/L Tin, dissolved < 0.0002 0.0002 mg/L Titanium, dissolved < 0.005 0.005 mg/L Uranium, dissolved < 0.00002 0.00002 mg/L Vanadium, dissolved < 0.001 0.001 mg/L Zinc, dissolved < 0.004 0.004 mg/L Zirconium, dissolved < 0.0001 0.0001 mg/L
Reference (R102725-SRM1) Prepared: Sep-01-11, Analyzed: Sep-01-11
Aluminum, dissolved 0.209 0.005 mg/L 0.209 100 74-127 Antimony, dissolved 0.0450 0.0001 mg/L 0.0400 112 86-116 Arsenic, dissolved 0.403 0.0005 mg/L 0.404 100 84-111 Barium, dissolved 3.26 0.005 mg/L 3.12 104 87-114 Beryllium, dissolved 0.206 0.0001 mg/L 0.197 104 78-127 Boron, dissolved 1.67 0.004 mg/L 1.61 104 74-117 Cadmium, dissolved 0.190 0.00001 mg/L 0.200 95 89-110 Calcium, dissolved 7.3 0.400 mg/L 6.50 112 83-128 Chromium, dissolved 0.425 0.0005 mg/L 0.401 106 87-112 Cobalt, dissolved 0.123 0.00005 mg/L 0.119 104 88-113 Copper, dissolved 0.850 0.0002 mg/L 0.781 109 91-115 Iron, dissolved 1.27 0.0100 mg/L 1.17 108 81-117 Lead, dissolved 0.111 0.0001 mg/L 0.102 109 90-114 Lithium, dissolved 0.107 0.0001 mg/L 0.0960 111 77-134
CARO Analytical Services Page 10 of 20 QUALITY CONTROL DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1153 PROJECT Approval of New Sources-IHA (Ryan Rhodes) REPORTED Sep-16-11
Reporting Spike Source % REC % RPD Analyte Result Limit Units Level Result % REC Limits % RPD Limit Notes
Dissolved Metals by ICPMS, Batch R102725, Continued
Reference (R102725-SRM1), Continued Prepared: Sep-01-11, Analyzed: Sep-01-11
Magnesium, dissolved 6.58 0.0100 mg/L 6.11 108 79-122 Manganese, dissolved 0.320 0.0002 mg/L 0.318 101 86-114 Molybdenum, dissolved 0.405 0.0001 mg/L 0.387 105 92-113 Nickel, dissolved 0.857 0.0002 mg/L 0.789 109 89-114 Phosphorus, dissolved 0.46 0.0200 mg/L 0.448 102 60-117 Potassium, dissolved 2.89 0.0200 mg/L 2.84 102 80-113 Selenium, dissolved 0.0294 0.0005 mg/L 0.0300 98 84-120 Sodium, dissolved 18.2 0.0200 mg/L 17.4 104 78-118 Strontium, dissolved 0.981 0.001 mg/L 0.979 100 88-113 Thallium, dissolved 0.0370 0.00002 mg/L 0.0350 106 96-129 Uranium, dissolved 0.199 0.00002 mg/L 0.244 82 68-95 Vanadium, dissolved 0.806 0.001 mg/L 0.798 101 83-110 Zinc, dissolved 0.820 0.004 mg/L 0.800 103 90-115 General Parameters, Batch K103589
Blank (K103589-BLK1) Prepared: Aug-26-11, Analyzed: Aug-30-11
Carbon, Total Organic < 0.5 0.5 mg/L
Blank (K103589-BLK2) Prepared: Aug-26-11, Analyzed: Aug-30-11
Carbon, Total Organic < 0.5 0.5 mg/L
LCS (K103589-BS1) Prepared: Aug-26-11, Analyzed: Aug-30-11
Carbon, Total Organic 8.8 0.5 mg/L 10.0 88 80-121
LCS (K103589-BS2) Prepared: Aug-26-11, Analyzed: Aug-30-11
Carbon, Total Organic 8.7 0.5 mg/L 10.0 87 80-121 General Parameters, Batch K103602
Blank (K103602-BLK1) Prepared: Aug-27-11, Analyzed: Aug-27-11
Chloride < 0.10 0.10 mg/L Fluoride < 0.10 0.10 mg/L Nitrogen, Nitrate as N < 0.010 0.010 mg/L Nitrogen, Nitrite as N < 0.01 0.01 mg/L Sulfate < 1.0 1.0 mg/L
Blank (K103602-BLK2) Prepared: Aug-27-11, Analyzed: Aug-27-11
Chloride < 0.10 0.10 mg/L Fluoride < 0.10 0.10 mg/L Nitrogen, Nitrate as N < 0.010 0.010 mg/L Nitrogen, Nitrite as N < 0.01 0.01 mg/L Sulfate < 1.0 1.0 mg/L
Blank (K103602-BLK3) Prepared: Aug-27-11, Analyzed: Aug-27-11
Chloride < 0.10 0.10 mg/L Fluoride < 0.10 0.10 mg/L Nitrogen, Nitrate as N < 0.010 0.010 mg/L Nitrogen, Nitrite as N < 0.01 0.01 mg/L Sulfate < 1.0 1.0 mg/L
LCS (K103602-BS1) Prepared: Aug-27-11, Analyzed: Aug-27-11
Chloride 4.07 0.10 mg/L 4.00 102 85-115 Fluoride 3.94 0.10 mg/L 4.00 98 85-115 Nitrogen, Nitrate as N 4.22 0.010 mg/L 4.00 106 85-115 Nitrogen, Nitrite as N 4.15 0.01 mg/L 4.00 104 85-115 Sulfate 4.1 1.0 mg/L 4.00 102 85-115
LCS (K103602-BS2) Prepared: Aug-27-11, Analyzed: Aug-27-11
Chloride 4.13 0.10 mg/L 4.00 103 85-115 Fluoride 4.06 0.10 mg/L 4.00 101 85-115
CARO Analytical Services Page 11 of 20 QUALITY CONTROL DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1153 PROJECT Approval of New Sources-IHA (Ryan Rhodes) REPORTED Sep-16-11
Reporting Spike Source % REC % RPD Analyte Result Limit Units Level Result % REC Limits % RPD Limit Notes
General Parameters, Batch K103602, Continued
LCS (K103602-BS2), Continued Prepared: Aug-27-11, Analyzed: Aug-27-11
Nitrogen, Nitrate as N 4.23 0.010 mg/L 4.00 106 85-115 Nitrogen, Nitrite as N 4.14 0.01 mg/L 4.00 104 85-115 Sulfate 4.1 1.0 mg/L 4.00 102 85-115
LCS (K103602-BS3) Prepared: Aug-27-11, Analyzed: Aug-27-11
Chloride 4.16 0.10 mg/L 4.00 104 85-115 Fluoride 4.04 0.10 mg/L 4.00 101 85-115 Nitrogen, Nitrate as N 4.32 0.010 mg/L 4.00 108 85-115 Nitrogen, Nitrite as N 4.23 0.01 mg/L 4.00 106 85-115 Sulfate 4.2 1.0 mg/L 4.00 106 85-115 General Parameters, Batch K103610
Blank (K103610-BLK1) Prepared: Aug-29-11, Analyzed: Aug-29-11
Turbidity < 0.10 0.10 NTU
Blank (K103610-BLK2) Prepared: Aug-29-11, Analyzed: Aug-29-11
Turbidity < 0.10 0.10 NTU
Blank (K103610-BLK3) Prepared: Aug-29-11, Analyzed: Aug-29-11
Turbidity < 0.10 0.10 NTU
Blank (K103610-BLK4) Prepared: Aug-29-11, Analyzed: Aug-29-11
Turbidity < 0.10 0.10 NTU
LCS (K103610-BS1) Prepared: Aug-29-11, Analyzed: Aug-29-11
Turbidity 40 0.10 NTU 40.0 99 85-115
LCS (K103610-BS2) Prepared: Aug-29-11, Analyzed: Aug-29-11
Turbidity 40 0.10 NTU 40.0 101 85-115
LCS (K103610-BS3) Prepared: Aug-29-11, Analyzed: Aug-29-11
Turbidity 39 0.10 NTU 40.0 98 85-115
LCS (K103610-BS4) Prepared: Aug-29-11, Analyzed: Aug-29-11
Turbidity 40 0.10 NTU 40.0 99 85-115 General Parameters, Batch K103619
Blank (K103619-BLK1) Prepared: Aug-29-11, Analyzed: Aug-29-11
Colour, True < 5 5 Color Unit
Blank (K103619-BLK2) Prepared: Aug-29-11, Analyzed: Aug-29-11
Colour, True < 5 5 Color Unit
LCS (K103619-BS1) Prepared: Aug-29-11, Analyzed: Aug-29-11
Colour, True 32 5 Color Unit 32.0 100 98-102
LCS (K103619-BS2) Prepared: Aug-29-11, Analyzed: Aug-29-11
Colour, True 32 5 Color Unit 32.0 100 98-102 General Parameters, Batch K103621
Blank (K103621-BLK1) Prepared: Aug-29-11, Analyzed: Aug-30-11
Alkalinity, Total as CaCO3 < 1.0 1.0 mg/L Alkalinity, Carbonate as CaCO3 < 1.0 1.0 mg/L Alkalinity, Bicarbonate as CaCO3 < 1.0 1.0 mg/L Alkalinity, Hydroxide as CaCO3 < 1.0 1.0 mg/L
CARO Analytical Services Page 12 of 20 QUALITY CONTROL DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1153 PROJECT Approval of New Sources-IHA (Ryan Rhodes) REPORTED Sep-16-11
Reporting Spike Source % REC % RPD Analyte Result Limit Units Level Result % REC Limits % RPD Limit Notes
General Parameters, Batch K103621, Continued
LCS (K103621-BS1) Prepared: Aug-29-11, Analyzed: Aug-30-11
Alkalinity, Total as CaCO3 102 1.0 mg/L 100 102 96-108 General Parameters, Batch K103623
Blank (K103623-BLK1) Prepared: Aug-29-11, Analyzed: Aug-29-11
Conductivity (EC) < 2 2 uS/cm
Blank (K103623-BLK2) Prepared: Aug-29-11, Analyzed: Aug-29-11
Conductivity (EC) < 2 2 uS/cm
LCS (K103623-BS3) Prepared: Aug-29-11, Analyzed: Aug-29-11
Conductivity (EC) 1400 2 uS/cm 1410 99 95-105
LCS (K103623-BS4) Prepared: Aug-29-11, Analyzed: Aug-29-11
Conductivity (EC) 1400 2 uS/cm 1410 100 95-105
Reference (K103623-SRM1) Prepared: Aug-29-11, Analyzed: Aug-29-11
pH 7.02 0.01 pH Units 7.00 100 98-102
Reference (K103623-SRM2) Prepared: Aug-29-11, Analyzed: Aug-29-11
pH 7.01 0.01 pH Units 7.00 100 98-102 General Parameters, Batch K103625
Blank (K103625-BLK1) Prepared: Aug-30-11, Analyzed: Aug-30-11
Nitrogen, Ammonia as N < 0.01 0.01 mg/L
Blank (K103625-BLK2) Prepared: Aug-30-11, Analyzed: Aug-30-11
Nitrogen, Ammonia as N < 0.01 0.01 mg/L
LCS (K103625-BS1) Prepared: Aug-30-11, Analyzed: Aug-30-11
Nitrogen, Ammonia as N 10.5 0.10 mg/L 10.0 105 85-115
LCS (K103625-BS2) Prepared: Aug-30-11, Analyzed: Aug-30-11
Nitrogen, Ammonia as N 9.99 0.10 mg/L 10.0 100 85-115 General Parameters, Batch K103626
Blank (K103626-BLK1) Prepared: Aug-30-11, Analyzed: Aug-30-11
UV Transmittance @ 254nm - Unfiltered < 0.1 0.1 %
Duplicate (K103626-DUP1) Source: K1H1153-01 Prepared: Aug-30-11, Analyzed: Aug-30-11
UV Transmittance @ 254nm - Unfiltered 98.5 0.1 % 98.4 < 1 20
Reference (K103626-SRM1) Prepared: Aug-30-11, Analyzed: Aug-30-11
UV Transmittance @ 254nm - Unfiltered 73.2 0.1 % 66.6 110 80-120 General Parameters, Batch K103631
Blank (K103631-BLK1) Prepared: Aug-30-11, Analyzed: Aug-30-11
Solids, Total Dissolved < 5 5 mg/L
Blank (K103631-BLK2) Prepared: Aug-30-11, Analyzed: Aug-30-11
Solids, Total Dissolved < 5 5 mg/L
Reference (K103631-SRM1) Prepared: Aug-30-11, Analyzed: Aug-30-11
Solids, Total Dissolved 276 5 mg/L 240 115 85-115
CARO Analytical Services Page 13 of 20 QUALITY CONTROL DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1153 PROJECT Approval of New Sources-IHA (Ryan Rhodes) REPORTED Sep-16-11
Reporting Spike Source % REC % RPD Analyte Result Limit Units Level Result % REC Limits % RPD Limit Notes
General Parameters, Batch K103631, Continued
Reference (K103631-SRM2) Prepared: Aug-30-11, Analyzed: Aug-30-11
Solids, Total Dissolved 236 5 mg/L 240 98 85-115 General Parameters, Batch K103651
Blank (K103651-BLK1) Prepared: Aug-31-11, Analyzed: Sep-01-11
Sulfide < 0.05 0.05 mg/L
LCS (K103651-BS1) Prepared: Aug-31-11, Analyzed: Sep-01-11
Sulfide 0.10 0.05 mg/L 0.100 99 71-122 General Parameters, Batch K103655
Blank (K103655-BLK1) Prepared: Aug-31-11, Analyzed: Aug-31-11
Nitrogen, Total Kjeldahl < 0.05 0.05 mg/L
Blank (K103655-BLK2) Prepared: Aug-31-11, Analyzed: Aug-31-11
Nitrogen, Total Kjeldahl < 0.05 0.05 mg/L
LCS (K103655-BS1) Prepared: Aug-31-11, Analyzed: Aug-31-11
Nitrogen, Total Kjeldahl 11.2 0.50 mg/L 10.0 112 89-118
LCS (K103655-BS2) Prepared: Aug-31-11, Analyzed: Aug-31-11
Nitrogen, Total Kjeldahl 11.0 0.50 mg/L 10.0 110 89-118 General Parameters, Batch K103660
Blank (K103660-BLK1) Prepared: Aug-31-11, Analyzed: Sep-02-11
Cyanide (total) < 0.01 0.01 mg/L
Blank (K103660-BLK2) Prepared: Aug-31-11, Analyzed: Sep-02-11
Cyanide (total) < 0.01 0.01 mg/L
LCS (K103660-BS1) Prepared: Aug-31-11, Analyzed: Sep-02-11
Cyanide (total) 9.65 0.01 mg/L 10.0 96 78-120
LCS (K103660-BS2) Prepared: Aug-31-11, Analyzed: Sep-02-11
Cyanide (total) 9.60 0.01 mg/L 10.0 96 78-120 Haloacetic Acids, Batch R102853
Blank (R102853-BLK1) Prepared: Sep-13-11, Analyzed: Sep-14-11
Monochloroacetic Acid < 0.002 0.002 mg/L Monobromoacetic Acid < 0.002 0.002 mg/L Dichloroacetic Acid < 0.002 0.002 mg/L Trichloroacetic Acid < 0.002 0.002 mg/L Dibromoacetic Acid < 0.002 0.002 mg/L Total Haloacetic Acids (HAA5) < 0.004 0.004 mg/L Surrogate: 2-Bromopropionic Acid 0.0119 mg/L 0.0116 102 99-165
LCS (R102853-BS1) Prepared: Sep-13-11, Analyzed: Sep-14-11
Monochloroacetic Acid 0.033 0.002 mg/L 0.0502 66 49-77 Monobromoacetic Acid 0.029 0.002 mg/L 0.0335 87 53-98 Dichloroacetic Acid 0.070 0.002 mg/L 0.0502 140 104-152 Trichloroacetic Acid 0.020 0.002 mg/L 0.0167 122 81-141 Dibromoacetic Acid 0.020 0.002 mg/L 0.0167 119 90-161 Surrogate: 2-Bromopropionic Acid 0.0173 mg/L 0.0116 149 99-165 Microbiological Parameters, Batch K103570
CARO Analytical Services Page 14 of 20 QUALITY CONTROL DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1153 PROJECT Approval of New Sources-IHA (Ryan Rhodes) REPORTED Sep-16-11
Reporting Spike Source % REC % RPD Analyte Result Limit Units Level Result % REC Limits % RPD Limit Notes
Microbiological Parameters, Batch K103570, Continued
Blank (K103570-BLK1) Prepared: Aug-26-11, Analyzed: Aug-27-11
Coliforms, Total < 1 1 CFU/100mL E. coli < 1 1 CFU/100mL
Blank (K103570-BLK2) Prepared: Aug-26-11, Analyzed: Aug-27-11
Coliforms, Total < 1 1 CFU/100mL E. coli < 1 1 CFU/100mL
Blank (K103570-BLK3) Prepared: Aug-26-11, Analyzed: Aug-27-11
Coliforms, Total < 1 1 CFU/100mL E. coli < 1 1 CFU/100mL
Blank (K103570-BLK4) Prepared: Aug-26-11, Analyzed: Aug-27-11
Coliforms, Total < 1 1 CFU/100mL E. coli < 1 1 CFU/100mL
Blank (K103570-BLK5) Prepared: Aug-26-11, Analyzed: Aug-27-11
Coliforms, Total < 1 1 CFU/100mL E. coli < 1 1 CFU/100mL Microbiological Parameters, Batch K103571
Blank (K103571-BLK1) Prepared: Aug-26-11, Analyzed: Aug-27-11
Coliforms, Fecal < 1 1 CFU/100mL
Blank (K103571-BLK2) Prepared: Aug-26-11, Analyzed: Aug-27-11
Coliforms, Fecal < 1 1 CFU/100mL Microbiological Parameters, Batch K103582
Blank (K103582-BLK1) Prepared: Aug-26-11, Analyzed: Aug-29-11
Heterotrophic Plate Count < 1 1 CFU/mL
Blank (K103582-BLK2) Prepared: Aug-26-11, Analyzed: Aug-29-11
Heterotrophic Plate Count < 1 1 CFU/mL
Duplicate (K103582-DUP9) Source: K1H1153-01 Prepared: Aug-26-11, Analyzed: Aug-29-11
Heterotrophic Plate Count 8.0 1 CFU/mL 5.0 46 40 Microbiological Parameters, Batch K103598
Blank (K103598-BLK1) Prepared: Aug-26-11, Analyzed: Sep-08-11
Iron Related Bacteria Not Detected -
Duplicate (K103598-DUP1) Source: K1H1153-01 Prepared: Aug-26-11, Analyzed: Sep-08-11
Iron Related Bacteria Detected - Detected 200 Microbiological Parameters, Batch K103599
Blank (K103599-BLK1) Prepared: Aug-26-11, Analyzed: Sep-08-11
Sulfate Reducing Bacteria Not Detected -
Duplicate (K103599-DUP1) Source: K1H1153-01 Prepared: Aug-26-11, Analyzed: Sep-08-11
Sulfate Reducing Bacteria Not Detected - Not 200 Detected Polycyclic Aromatic Hydrocarbons by GCMS, Batch R102717
LCS (R102717-BS1) Prepared: Aug-31-11, Analyzed: Sep-01-11
Acenaphthene 0.0008 0.00005 mg/L 0.00100 76 57-103
CARO Analytical Services Page 15 of 20 QUALITY CONTROL DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1153 PROJECT Approval of New Sources-IHA (Ryan Rhodes) REPORTED Sep-16-11
Reporting Spike Source % REC % RPD Analyte Result Limit Units Level Result % REC Limits % RPD Limit Notes
Polycyclic Aromatic Hydrocarbons by GCMS, Batch R102717, Continued
LCS (R102717-BS1), Continued Prepared: Aug-31-11, Analyzed: Sep-01-11
Acenaphthylene 0.0008 0.00005 mg/L 0.00100 77 56-100 Anthracene 0.0009 0.00005 mg/L 0.00100 87 52-93 Benzo (a) anthracene 0.0008 0.00005 mg/L 0.00100 77 64-111 Benzo (a) pyrene 0.0009 0.00001 mg/L 0.00100 91 61-106 Benzo (b) fluoranthene 0.0009 0.00005 mg/L 0.00100 85 62-109 Benzo (g,h,i) perylene 0.0009 0.00005 mg/L 0.00100 87 62-108 Benzo (k) fluoranthene 0.0007 0.00005 mg/L 0.00100 72 66-113 Chrysene 0.0008 0.00005 mg/L 0.00100 79 62-117 Dibenz (a,h) anthracene 0.0009 0.00005 mg/L 0.00100 86 60-113 Fluoranthene 0.001 0.00005 mg/L 0.00100 105 69-110 Fluorene 0.0008 0.00005 mg/L 0.00100 81 60-106 Indeno (1,2,3-cd) pyrene 0.0008 0.00005 mg/L 0.00100 81 60-108 Naphthalene 0.0008 0.0003 mg/L 0.00100 77 57-108 Phenanthrene 0.0008 0.0001 mg/L 0.00100 84 63-110 Pyrene 0.001 0.0001 mg/L 0.00100 107 67-118 Surrogate: Naphthalene-d8 0.000561 mg/L 0.00100 56 50-100 Surrogate: Acenaphthene-d10 0.000757 mg/L 0.00100 76 50-104 Surrogate: Phenanthrene-d10 0.000744 mg/L 0.00100 74 60-104 Surrogate: Chrysene-d12 0.000609 mg/L 0.00100 61 60-108 Surrogate: Perylene-d12 0.000853 mg/L 0.00100 85 60-109 Total Recoverable Metals by ICPMS, Batch R102720
Blank (R102720-BLK1) Prepared: Aug-31-11, Analyzed: Sep-01-11
Aluminum < 0.005 0.005 mg/L Antimony < 0.0001 0.0001 mg/L Arsenic < 0.0005 0.0005 mg/L Barium < 0.005 0.005 mg/L Beryllium < 0.0001 0.0001 mg/L Bismuth < 0.0001 0.0001 mg/L Boron < 0.004 0.004 mg/L Cadmium < 0.00001 0.00001 mg/L Calcium < 0.5 0.5 mg/L Chromium < 0.0005 0.0005 mg/L Cobalt < 0.00005 0.00005 mg/L Copper < 0.0002 0.0002 mg/L Iron < 0.01 0.01 mg/L Lead < 0.0001 0.0001 mg/L Lithium < 0.0001 0.0001 mg/L Magnesium < 0.01 0.01 mg/L Manganese < 0.0002 0.0002 mg/L Mercury < 0.00002 0.00002 mg/L Molybdenum < 0.0001 0.0001 mg/L Nickel < 0.0002 0.0002 mg/L Phosphorus < 0.02 0.02 mg/L Potassium < 0.02 0.02 mg/L Selenium < 0.0005 0.0005 mg/L Silicon < 0.5 0.5 mg/L Silver < 0.00005 0.00005 mg/L Sodium < 0.02 0.02 mg/L Strontium < 0.001 0.001 mg/L Tellurium < 0.0002 0.0002 mg/L Thallium < 0.00002 0.00002 mg/L Thorium < 0.0001 0.0001 mg/L Tin < 0.0002 0.0002 mg/L Titanium < 0.005 0.005 mg/L Uranium < 0.00002 0.00002 mg/L Vanadium < 0.001 0.001 mg/L Zinc < 0.004 0.004 mg/L Zirconium < 0.0001 0.0001 mg/L
Blank (R102720-BLK2) Prepared: Aug-31-11, Analyzed: Sep-01-11
Aluminum < 0.005 0.005 mg/L
CARO Analytical Services Page 16 of 20 QUALITY CONTROL DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1153 PROJECT Approval of New Sources-IHA (Ryan Rhodes) REPORTED Sep-16-11
Reporting Spike Source % REC % RPD Analyte Result Limit Units Level Result % REC Limits % RPD Limit Notes
Total Recoverable Metals by ICPMS, Batch R102720, Continued
Blank (R102720-BLK2), Continued Prepared: Aug-31-11, Analyzed: Sep-01-11
Antimony < 0.0001 0.0001 mg/L Arsenic < 0.0005 0.0005 mg/L Barium < 0.005 0.005 mg/L Beryllium < 0.0001 0.0001 mg/L Bismuth < 0.0001 0.0001 mg/L Boron < 0.004 0.004 mg/L Cadmium < 0.00001 0.00001 mg/L Calcium < 0.5 0.5 mg/L Chromium < 0.0005 0.0005 mg/L Cobalt < 0.00005 0.00005 mg/L Copper < 0.0002 0.0002 mg/L Iron < 0.01 0.01 mg/L Lead < 0.0001 0.0001 mg/L Lithium < 0.0001 0.0001 mg/L Magnesium < 0.01 0.01 mg/L Manganese < 0.0002 0.0002 mg/L Mercury < 0.00002 0.00002 mg/L Molybdenum < 0.0001 0.0001 mg/L Nickel < 0.0002 0.0002 mg/L Phosphorus < 0.02 0.02 mg/L Potassium < 0.02 0.02 mg/L Selenium < 0.0005 0.0005 mg/L Silicon < 0.5 0.5 mg/L Silver < 0.00005 0.00005 mg/L Sodium < 0.02 0.02 mg/L Strontium < 0.001 0.001 mg/L Tellurium < 0.0002 0.0002 mg/L Thallium < 0.00002 0.00002 mg/L Thorium < 0.0001 0.0001 mg/L Tin < 0.0002 0.0002 mg/L Titanium < 0.005 0.005 mg/L Uranium < 0.00002 0.00002 mg/L Vanadium < 0.001 0.001 mg/L Zinc < 0.004 0.004 mg/L Zirconium < 0.0001 0.0001 mg/L
Reference (R102720-SRM1) Prepared: Aug-31-11, Analyzed: Sep-01-11
Aluminum 0.308 0.005 mg/L 0.296 104 81-129 Antimony 0.0518 0.0001 mg/L 0.0505 103 88-114 Arsenic 0.124 0.0005 mg/L 0.122 102 88-114 Barium 0.762 0.005 mg/L 0.777 98 72-104 Beryllium 0.0490 0.0001 mg/L 0.0488 100 76-131 Boron 3.59 0.004 mg/L 3.40 105 75-121 Cadmium 0.0478 0.00001 mg/L 0.0490 97 89-111 Calcium 10.6 0.5 mg/L 10.2 104 86-121 Chromium 0.255 0.0005 mg/L 0.242 106 89-114 Cobalt 0.0394 0.00005 mg/L 0.0366 108 91-113 Copper 0.544 0.0002 mg/L 0.487 112 91-115 Iron 0.51 0.01 mg/L 0.469 110 77-124 Lead 0.201 0.0001 mg/L 0.193 104 92-113 Lithium 0.403 0.0001 mg/L 0.390 103 85-115 Magnesium 3.56 0.01 mg/L 3.31 108 78-120 Manganese 0.113 0.0002 mg/L 0.109 104 90-114 Mercury 0.00467 0.00002 mg/L 0.00456 102 50-150 Molybdenum 0.196 0.0001 mg/L 0.197 99 90-111 Nickel 0.256 0.0002 mg/L 0.242 106 90-111 Phosphorus 0.23 0.02 mg/L 0.233 97 85-115 Potassium 6.56 0.02 mg/L 5.93 111 84-113 Selenium 0.113 0.0005 mg/L 0.115 99 85-115 Sodium 8.27 0.02 mg/L 7.64 108 82-123 Strontium 0.343 0.001 mg/L 0.363 95 88-112 Thallium 0.0805 0.00002 mg/L 0.0794 101 91-114 Uranium 0.0177 0.00002 mg/L 0.0192 92 85-120 Vanadium 0.388 0.001 mg/L 0.376 103 86-111
CARO Analytical Services Page 17 of 20 QUALITY CONTROL DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1153 PROJECT Approval of New Sources-IHA (Ryan Rhodes) REPORTED Sep-16-11
Reporting Spike Source % REC % RPD Analyte Result Limit Units Level Result % REC Limits % RPD Limit Notes
Total Recoverable Metals by ICPMS, Batch R102720, Continued
Reference (R102720-SRM1), Continued Prepared: Aug-31-11, Analyzed: Sep-01-11
Zinc 2.61 0.004 mg/L 2.42 108 85-111
Reference (R102720-SRM2) Prepared: Aug-31-11, Analyzed: Sep-01-11
Aluminum 0.311 0.005 mg/L 0.296 105 81-129 Antimony 0.0510 0.0001 mg/L 0.0505 101 88-114 Arsenic 0.126 0.0005 mg/L 0.122 103 88-114 Barium 0.771 0.005 mg/L 0.777 99 72-104 Beryllium 0.0496 0.0001 mg/L 0.0488 102 76-131 Boron 3.63 0.004 mg/L 3.40 107 75-121 Cadmium 0.0472 0.00001 mg/L 0.0490 96 89-111 Calcium 10.7 0.5 mg/L 10.2 105 86-121 Chromium 0.254 0.0005 mg/L 0.242 105 89-114 Cobalt 0.0393 0.00005 mg/L 0.0366 107 91-113 Copper 0.538 0.0002 mg/L 0.487 110 91-115 Iron 0.52 0.01 mg/L 0.469 111 77-124 Lead 0.203 0.0001 mg/L 0.193 105 92-113 Lithium 0.416 0.0001 mg/L 0.390 107 85-115 Magnesium 3.56 0.01 mg/L 3.31 107 78-120 Manganese 0.111 0.0002 mg/L 0.109 102 90-114 Mercury 0.00470 0.00002 mg/L 0.00456 103 50-150 Molybdenum 0.196 0.0001 mg/L 0.197 100 90-111 Nickel 0.254 0.0002 mg/L 0.242 105 90-111 Phosphorus 0.22 0.02 mg/L 0.233 96 85-115 Potassium 6.53 0.02 mg/L 5.93 110 84-113 Selenium 0.118 0.0005 mg/L 0.115 103 85-115 Sodium 8.25 0.02 mg/L 7.64 108 82-123 Strontium 0.351 0.001 mg/L 0.363 97 88-112 Thallium 0.0806 0.00002 mg/L 0.0794 101 91-114 Uranium 0.0178 0.00002 mg/L 0.0192 93 85-120 Vanadium 0.394 0.001 mg/L 0.376 105 86-111 Zinc 2.62 0.004 mg/L 2.42 108 85-111 Volatile Organic Compounds by GCMS, Batch R102713
Blank (R102713-BLK1) Prepared: Aug-31-11, Analyzed: Aug-31-11
Benzene < 0.0005 0.0005 mg/L Bromodichloromethane < 0.0010 0.0010 mg/L Bromoform < 0.0010 0.0010 mg/L Carbon tetrachloride < 0.0010 0.0010 mg/L Chlorobenzene < 0.0010 0.0010 mg/L Chloroethane < 0.0010 0.0010 mg/L Chloroform < 0.0010 0.0010 mg/L Dibromochloromethane < 0.0010 0.0010 mg/L 1,2-Dibromoethane < 0.0003 0.0003 mg/L Dibromomethane < 0.0010 0.0010 mg/L 1,2-Dichlorobenzene < 0.0005 0.0005 mg/L 1,3-Dichlorobenzene < 0.0010 0.0010 mg/L 1,4-Dichlorobenzene < 0.0010 0.0010 mg/L 1,1-Dichloroethane < 0.0010 0.0010 mg/L 1,2-Dichloroethane < 0.0010 0.0010 mg/L 1,1-Dichloroethene < 0.0010 0.0010 mg/L cis-1,2-Dichloroethene < 0.0010 0.0010 mg/L trans-1,2-Dichloroethene < 0.0010 0.0010 mg/L 1,2-Dichloropropane < 0.0010 0.0010 mg/L cis-1,3-Dichloropropene < 0.0010 0.0010 mg/L trans-1,3-Dichloropropene < 0.0010 0.0010 mg/L Ethylbenzene < 0.0010 0.0010 mg/L Methyl tert-butyl ether < 0.0010 0.0010 mg/L Dichloromethane < 0.0030 0.0030 mg/L Styrene < 0.0010 0.0010 mg/L 1,1,2,2-Tetrachloroethane < 0.0010 0.0010 mg/L Tetrachloroethylene < 0.0010 0.0010 mg/L Toluene < 0.0010 0.0010 mg/L
CARO Analytical Services Page 18 of 20 QUALITY CONTROL DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1153 PROJECT Approval of New Sources-IHA (Ryan Rhodes) REPORTED Sep-16-11
Reporting Spike Source % REC % RPD Analyte Result Limit Units Level Result % REC Limits % RPD Limit Notes
Volatile Organic Compounds by GCMS, Batch R102713, Continued
Blank (R102713-BLK1), Continued Prepared: Aug-31-11, Analyzed: Aug-31-11
1,1,1-Trichloroethane < 0.0010 0.0010 mg/L 1,1,2-Trichloroethane < 0.0010 0.0010 mg/L Trichloroethylene < 0.0010 0.0010 mg/L Trichlorofluoromethane < 0.0010 0.0010 mg/L Vinyl chloride < 0.0010 0.0010 mg/L Xylenes (total) < 0.0020 0.0020 mg/L Surrogate: Toluene-d8 0.0224 mg/L 0.0250 90 80-120 Surrogate: 4-Bromofluorobenzene 0.0242 mg/L 0.0250 97 80-120 Surrogate: 1,4-Dichlorobenzene-d4 0.0279 mg/L 0.0250 111 80-120
LCS (R102713-BS1) Prepared: Aug-31-11, Analyzed: Aug-31-11
Benzene 0.0205 0.0005 mg/L 0.0200 103 80-120 Bromodichloromethane 0.0192 0.0010 mg/L 0.0200 96 80-120 Bromoform 0.0194 0.0010 mg/L 0.0200 97 80-120 Carbon tetrachloride 0.0201 0.0010 mg/L 0.0200 101 80-120 Chlorobenzene 0.0187 0.0010 mg/L 0.0200 93 80-120 Chloroethane 0.0239 0.0010 mg/L 0.0200 120 80-120 Chloroform 0.0188 0.0010 mg/L 0.0200 94 80-120 Dibromochloromethane 0.0181 0.0010 mg/L 0.0200 91 80-120 1,2-Dibromoethane 0.0183 0.0003 mg/L 0.0200 91 80-120 Dibromomethane 0.0189 0.0010 mg/L 0.0200 94 80-120 1,2-Dichlorobenzene 0.0199 0.0005 mg/L 0.0200 100 80-120 1,3-Dichlorobenzene 0.0209 0.0010 mg/L 0.0200 104 80-120 1,4-Dichlorobenzene 0.0198 0.0010 mg/L 0.0200 99 80-120 1,1-Dichloroethane 0.0207 0.0010 mg/L 0.0200 104 80-120 1,2-Dichloroethane 0.0199 0.0010 mg/L 0.0200 99 80-120 1,1-Dichloroethene 0.0182 0.0010 mg/L 0.0200 91 80-120 cis-1,2-Dichloroethene 0.0191 0.0010 mg/L 0.0200 95 80-120 trans-1,2-Dichloroethene 0.0217 0.0010 mg/L 0.0200 109 80-120 1,2-Dichloropropane 0.0205 0.0010 mg/L 0.0200 103 80-120 cis-1,3-Dichloropropene 0.0179 0.0010 mg/L 0.0200 90 80-120 trans-1,3-Dichloropropene 0.0189 0.0010 mg/L 0.0200 94 80-120 Ethylbenzene 0.0183 0.0010 mg/L 0.0200 91 80-120 Methyl tert-butyl ether 0.0201 0.0010 mg/L 0.0200 100 80-120 Dichloromethane 0.0218 0.0030 mg/L 0.0200 109 80-120 Styrene 0.0190 0.0010 mg/L 0.0200 95 80-120 1,1,2,2-Tetrachloroethane 0.0211 0.0010 mg/L 0.0200 106 80-120 Tetrachloroethylene 0.0132 0.0010 mg/L 0.0200 66 80-120 SPK Toluene 0.0184 0.0010 mg/L 0.0200 92 80-120 1,1,1-Trichloroethane 0.0196 0.0010 mg/L 0.0200 98 80-120 1,1,2-Trichloroethane 0.0188 0.0010 mg/L 0.0200 94 80-120 Trichloroethylene 0.0182 0.0010 mg/L 0.0200 91 80-120 Trichlorofluoromethane 0.0244 0.0010 mg/L 0.0200 122 70-130 Vinyl chloride 0.0200 0.0010 mg/L 0.0200 100 70-130 Xylenes (total) 0.0523 0.0020 mg/L 0.0600 87 80-120 Surrogate: Toluene-d8 0.0233 mg/L 0.0250 93 80-120 Surrogate: 4-Bromofluorobenzene 0.0244 mg/L 0.0250 98 80-120 Surrogate: 1,4-Dichlorobenzene-d4 0.0250 mg/L 0.0250 100 80-120 Volatile Organic Compounds by GCMS, Batch R102800
Blank (R102800-BLK1) Prepared: Sep-08-11, Analyzed: Sep-08-11
Bromodichloromethane < 0.001 0.001 mg/L Bromoform < 0.001 0.001 mg/L Chloroform < 0.001 0.001 mg/L Dibromochloromethane < 0.001 0.001 mg/L Trihalomethanes (total) < 0.004 0.004 mg/L Surrogate: 4-Bromofluorobenzene 0.0244 mg/L 0.0250 97 80-120
LCS (R102800-BS1) Prepared: Sep-08-11, Analyzed: Sep-08-11
Bromodichloromethane 0.021 0.001 mg/L 0.0200 105 80-120 Bromoform 0.023 0.001 mg/L 0.0200 113 80-120
CARO Analytical Services Page 19 of 20 QUALITY CONTROL DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1153 PROJECT Approval of New Sources-IHA (Ryan Rhodes) REPORTED Sep-16-11
Reporting Spike Source % REC % RPD Analyte Result Limit Units Level Result % REC Limits % RPD Limit Notes
Volatile Organic Compounds by GCMS, Batch R102800, Continued
LCS (R102800-BS1), Continued Prepared: Sep-08-11, Analyzed: Sep-08-11
Chloroform 0.021 0.001 mg/L 0.0200 104 80-120 Dibromochloromethane 0.020 0.001 mg/L 0.0200 100 80-120 Surrogate: 4-Bromofluorobenzene 0.0263 mg/L 0.0250 105 80-120
QC Qualifiers:
SPK Recovery of one or more analytes on Blank Spike (BS) analysis are outside of control limits. Data accepted based on acceptable performance of other batch QC.
CARO Analytical Services Page 20 of 20 CERTIFICATE OF ANALYSIS
CLIENT Western Water Associates Ltd 10051 Hwy 97 N Lake Country BC TEL (250) 765-2225 V4VC 1P6 FAX -
ATTENTION Ryan Rhodes
RECEIVED / TEMP Aug-26-11 16:28 / 12.0 °C WORK ORDER K1H1154 REPORTED Sep-02-11 PROJECT Comprehensive - Ryan Rhodes COC #(s) 32574 PROJECT INFO Lillooet-Seton 11-030-01
General Comments:
CARO Analytical Services employs methods which are based on those found in “Standard Methods for the Examination of Water and Wastewater”, 21st Edition, 2005, published by the American Public Health Association (APHA); US EPA protocols found in “Test Methods for Evaluating Solid Waste, Physical/Chemical Methods, SW846”, 3rd Edition; protocols published by the British Columbia Ministry of Environment (BCMOE); and/or CCME Canada-wide Standard Reference methods.
Methods not described in these publications are conducted according to procedures accepted by appropriate regulatory agencies, and/or are done in accordance with recognized professional standards using accepted testing methodologies and quality control efforts except where otherwise agreed to by the client.
The results in this report apply to the samples analyzed in accordance with the chain of custody document. This analytical report must be reproduced in its entirity. CARO is not responsible for any loss or damage resulting directly or indirectly from error or omission in the conduct of testing. Liability is limited to the cost of analysis. Samples will be disposed of 30 days after the test report has been issued unless otherwise agreed to in writing.
• All solids results are reported on a dry weight basis unless otherwise noted
• Units: mg/kg = milligrams per kilogram, equivalent to parts per million (ppm) mg/L = milligrams per litre, equivalent to parts per million (ppm) ug/L = micrograms per litre, equivalent to parts per billion (ppb) ug/g = micrograms per gram, equivalent to parts per million (ppm) ug/m3 = micrograms per cubic meter of air
• "RDL" Reported detection limit • "<" Less than reported detection limit • "AO" Aesthetic objective • "MAC" Maximum acceptable concentration (health-related guideline) • "LAB" RMD = Richmond location, KEL = Kelowna location, EDM = Edmonton location, SUB = Subcontracted
Please contact CARO if more information is needed or to provide feedback on our services.
CARO Analytical Services
Final Review Per: Jennifer Shanko, AScT Administration Coordinator
CARO Analytical Services #120 12791 Clarke Place #102 3677 Highway 97N 9523 42 Avenue Richmond, BC V6V 2H9 Kelowna, BC V1X 5C3 Edmonton, AB T6E 5R2 Tel: 604-279-1499 Fax: 604-279-1599 Tel: 250-765-9646 Fax: 250-765-3893 Tel: 780-628-3737 www.caro.ca Page 1 of 10 SAMPLE DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1154 PROJECT Comprehensive - Ryan Rhodes REPORTED Sep-02-11
Canadian DW Analyte Result Guideline RDL Units Prepared Analyzed Notes (Dec 10)
General Parameters
Seaton River 2 (K1H1154-01) Matrix: Water Sampled: Aug-26-11 10:00 Alkalinity, Total as CaCO3 40.5 1.0 mg/L Aug-29-11 Aug-29-11 Chloride 0.44 AO ≤ 250 0.10 mg/L Aug-27-11 Aug-27-11 Colour, True 5 AO ≤ 15 5 Color Unit Aug-26-11 Aug-29-11 Conductivity (EC) 98 2 uS/cm Aug-29-11 Aug-29-11 Fluoride < 0.10 MAC = 1.5 0.10 mg/L Aug-27-11 Aug-27-11 Hardness, Total (Total as CaCO3) 45.1 12.9 mg/L Aug-30-11 Aug-31-11 Nitrogen, Nitrate as N 0.011 MAC = 10 0.010 mg/L Aug-27-11 Aug-27-11 Nitrogen, Nitrite as N < 0.01 MAC = 1 0.01 mg/L Aug-27-11 Aug-27-11 pH 7.83 AO = 6.5 - 8.5 0.01 pH Units Aug-29-11 Aug-29-11 Solids, Total Dissolved 54 AO ≤ 500 5 mg/L Aug-26-11 Aug-26-11 Sulfate 10.1 AO ≤ 500 1.0 mg/L Aug-27-11 Aug-27-11 Turbidity 0.6 Varies, See Guidelines 0.1 NTU Aug-26-11 Aug-26-11 UV Transmittance @ 254nm 93.6 0.1 % Aug-30-11 Aug-30-11
Total Recoverable Metals by ICPMS
Seaton River 2 (K1H1154-01) Matrix: Water Sampled: Aug-26-11 10:00 Aluminum 0.080 AO ≤ 0.1 0.050 mg/L Aug-30-11 Aug-31-11 Antimony < 0.0010 MAC = 0.006 0.0010 mg/L Aug-30-11 Aug-31-11 Arsenic < 0.0050 MAC = 0.01 0.0050 mg/L Aug-30-11 Aug-31-11 Barium < 0.050 MAC = 1 0.050 mg/L Aug-30-11 Aug-31-11 Beryllium < 0.0010 0.0010 mg/L Aug-30-11 Aug-31-11 Boron < 0.040 MAC = 5 0.040 mg/L Aug-30-11 Aug-31-11 Cadmium < 0.00010 MAC = 0.005 0.00010 mg/L Aug-30-11 Aug-31-11 Calcium 13.4 5.0 mg/L Aug-30-11 Aug-31-11 Chromium < 0.0050 MAC = 0.05 0.0050 mg/L Aug-30-11 Aug-31-11 Cobalt < 0.00050 0.00050 mg/L Aug-30-11 Aug-31-11 Copper < 0.0020 AO ≤ 1 0.0020 mg/L Aug-30-11 Aug-31-11 Iron < 0.10 AO ≤ 0.3 0.10 mg/L Aug-30-11 Aug-31-11 Lead < 0.0010 MAC = 0.01 0.0010 mg/L Aug-30-11 Aug-31-11 Magnesium 2.87 0.10 mg/L Aug-30-11 Aug-31-11 Manganese < 0.0020 AO ≤ 0.05 0.0020 mg/L Aug-30-11 Aug-31-11 Mercury < 0.00020 MAC = 0.001 0.00020 mg/L Aug-30-11 Aug-31-11 Molybdenum 0.0013 0.0010 mg/L Aug-30-11 Aug-31-11 Nickel < 0.0020 0.0020 mg/L Aug-30-11 Aug-31-11 Phosphorus < 0.20 0.20 mg/L Aug-30-11 Aug-31-11 Potassium 0.81 0.20 mg/L Aug-30-11 Aug-31-11 Selenium < 0.0050 MAC = 0.01 0.0050 mg/L Aug-30-11 Aug-31-11 Silicon < 5.0 5.0 mg/L Aug-30-11 Aug-31-11 Silver < 0.00050 0.00050 mg/L Aug-30-11 Aug-31-11 Sodium 1.70 AO ≤ 200 0.20 mg/L Aug-30-11 Aug-31-11 Uranium < 0.00020 MAC = 0.02 0.00020 mg/L Aug-30-11 Aug-31-11 Vanadium < 0.010 0.010 mg/L Aug-30-11 Aug-31-11 Zinc < 0.040 AO ≤ 5 0.040 mg/L Aug-30-11 Aug-31-11
Microbiological Parameters
CARO Analytical Services Page 2 of 10 SAMPLE DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1154 PROJECT Comprehensive - Ryan Rhodes REPORTED Sep-02-11
Canadian DW Analyte Result Guideline RDL Units Prepared Analyzed Notes (Dec 10)
Microbiological Parameters, Continued
Seaton River 2 (K1H1154-01) Matrix: Water Sampled: Aug-26-11 10:00 Coliforms, Total 130 MAC < 1 1 CFU/100mL Aug-26-11 Aug-27-11 Background Colonies > 200 200 CFU/100mL Aug-26-11 Aug-27-11 E. coli 1 MAC < 1 1 CFU/100mL Aug-26-11 Aug-27-11
CARO Analytical Services Page 3 of 10 ANALYSIS / REPORT INFORMATION
CLIENT Western Water Associates Ltd WORK ORDER # K1H1154 PROJECT Comprehensive - Ryan Rhodes REPORTED Sep-02-11
Analysis Description Method Reference(s) (* = modified from) LAB Preparation Analysis
Alkalinity, total NO PREP APHA 2320 B KEL Chloride by IC IC APHA 4110 B KEL True Colour N/A APHA 2120 B KEL Conductivity-Water NO PREP APHA 2510 B KEL Fluoride by IC IC APHA 4110 B KEL Nitrate by IC IC APHA 4110 B KEL Nitrite by IC IC APHA 4110 B KEL pH NO PREP APHA 4500-H+ B KEL Total Dissolved Solids (180C) N/A APHA 2540 C KEL Sulfate by IC IC APHA 4110 B KEL UV Transmittance at 254nm NO PREP APHA 5910B KEL Turbidity N/A APHA 2130 B KEL Total Coliforms (Membrane Filtration) N/A APHA 9223/9222 KEL E. coli (MF) N/A APHA 9223/9222 KEL Total Recoverable Metals by ICPMS EPA 200.2 * EPA 6020A RMD
CARO Analytical Services Page 4 of 10 QUALITY CONTROL DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1154 PROJECT Comprehensive - Ryan Rhodes REPORTED Sep-02-11
The following section reports quality control (QC) data that is associated with your sample data. Groups of samples are prepared in “batches” and analyzed in conjunction with quality control samples that ensure your data is of the highest quality. Common QC types include:
• Method Blank (Blk): Laboratory reagent water is carried through sample preparation and analysis steps. Method Blanks indicate that results are free from contamination, i.e. not biased high from sources such as the sample container or the laboratory environment
• Duplicate (Dup): Preparation and analysis of a replicate aliquot of a sample. Duplicates provide a measure of the analytical method’s precision, i.e. how reproducible a result is. Duplicates are only reported if they are associated with your sample data.
• Blank Spike (BS): A known amount of standard is carried through sample preparation and analysis steps. Blank Spikes, also known as laboratory control samples (LCS), are prepared from a different source of standard than used for the calibration. They ensure that the calibration is acceptable (i.e. not biased high or low) and also provide a measure of the analytical method’s accuracy (i.e. closeness of the result to a target value).
• Standard Reference Material (SRM): A material of similar matrix to the samples, externally certified for the parameter(s) listed. Standard Reference Materials ensure that the preparation steps in the method are adequate to achieve acceptable recoveries of the parameter(s) tested for.
Each QC type is analyzed at a 5-10% frequency, i.e. one blank/duplicate/spike for every 10 samples. For all types of QC, the specified recovery (% Rec) and relative percent difference (RPD) limits are derived from long-term method performance averages and/or prescribed by the reference method.
Reporting Spike Source % REC % RPD Analyte Result Limit Units Level Result % REC Limits % RPD Limit Notes
General Parameters, Batch K103602
Blank (K103602-BLK1) Prepared: Aug-27-11, Analyzed: Aug-27-11
Chloride < 0.10 0.10 mg/L Fluoride < 0.10 0.10 mg/L Nitrogen, Nitrate as N < 0.010 0.010 mg/L Nitrogen, Nitrite as N < 0.01 0.01 mg/L Sulfate < 1.0 1.0 mg/L
Blank (K103602-BLK2) Prepared: Aug-27-11, Analyzed: Aug-27-11
Chloride < 0.10 0.10 mg/L Fluoride < 0.10 0.10 mg/L Nitrogen, Nitrate as N < 0.010 0.010 mg/L Nitrogen, Nitrite as N < 0.01 0.01 mg/L Sulfate < 1.0 1.0 mg/L
Blank (K103602-BLK3) Prepared: Aug-27-11, Analyzed: Aug-27-11
Chloride < 0.10 0.10 mg/L Fluoride < 0.10 0.10 mg/L Nitrogen, Nitrate as N < 0.010 0.010 mg/L Nitrogen, Nitrite as N < 0.01 0.01 mg/L Sulfate < 1.0 1.0 mg/L
LCS (K103602-BS1) Prepared: Aug-27-11, Analyzed: Aug-27-11
Chloride 4.07 0.10 mg/L 4.00 102 85-115 Fluoride 3.94 0.10 mg/L 4.00 98 85-115 Nitrogen, Nitrate as N 4.22 0.010 mg/L 4.00 106 85-115 Nitrogen, Nitrite as N 4.15 0.01 mg/L 4.00 104 85-115 Sulfate 4.1 1.0 mg/L 4.00 102 85-115
LCS (K103602-BS2) Prepared: Aug-27-11, Analyzed: Aug-27-11
Chloride 4.13 0.10 mg/L 4.00 103 85-115 Fluoride 4.06 0.10 mg/L 4.00 101 85-115 Nitrogen, Nitrate as N 4.23 0.010 mg/L 4.00 106 85-115 Nitrogen, Nitrite as N 4.14 0.01 mg/L 4.00 104 85-115 Sulfate 4.1 1.0 mg/L 4.00 102 85-115
LCS (K103602-BS3) Prepared: Aug-27-11, Analyzed: Aug-27-11
Chloride 4.16 0.10 mg/L 4.00 104 85-115 Fluoride 4.04 0.10 mg/L 4.00 101 85-115 Nitrogen, Nitrate as N 4.32 0.010 mg/L 4.00 108 85-115 Nitrogen, Nitrite as N 4.23 0.01 mg/L 4.00 106 85-115 Sulfate 4.2 1.0 mg/L 4.00 106 85-115
CARO Analytical Services Page 5 of 10 QUALITY CONTROL DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1154 PROJECT Comprehensive - Ryan Rhodes REPORTED Sep-02-11
Reporting Spike Source % REC % RPD Analyte Result Limit Units Level Result % REC Limits % RPD Limit Notes
General Parameters, Batch K103602, Continued
Duplicate (K103602-DUP3) Source: K1H1154-01 Prepared: Aug-27-11, Analyzed: Aug-27-11
Chloride 0.43 0.10 mg/L 0.44 15 Fluoride < 0.10 0.10 mg/L < 0.10 15 Nitrogen, Nitrate as N 0.010 0.010 mg/L 0.011 15 Nitrogen, Nitrite as N < 0.01 0.01 mg/L < 0.01 15 Sulfate 10.1 1.0 mg/L 10.1 < 1 15 General Parameters, Batch K103610
Blank (K103610-BLK1) Prepared: Aug-29-11, Analyzed: Aug-29-11
Turbidity < 0.1 0.1 NTU
Blank (K103610-BLK2) Prepared: Aug-29-11, Analyzed: Aug-29-11
Turbidity < 0.1 0.1 NTU
Blank (K103610-BLK3) Prepared: Aug-29-11, Analyzed: Aug-29-11
Turbidity < 0.1 0.1 NTU
Blank (K103610-BLK4) Prepared: Aug-29-11, Analyzed: Aug-29-11
Turbidity < 0.1 0.1 NTU
LCS (K103610-BS1) Prepared: Aug-29-11, Analyzed: Aug-29-11
Turbidity 40 0.1 NTU 40.0 99 85-115
LCS (K103610-BS2) Prepared: Aug-29-11, Analyzed: Aug-29-11
Turbidity 40 0.1 NTU 40.0 101 85-115
LCS (K103610-BS3) Prepared: Aug-29-11, Analyzed: Aug-29-11
Turbidity 39 0.1 NTU 40.0 98 85-115
LCS (K103610-BS4) Prepared: Aug-29-11, Analyzed: Aug-29-11
Turbidity 40 0.1 NTU 40.0 99 85-115 General Parameters, Batch K103619
Blank (K103619-BLK1) Prepared: Aug-29-11, Analyzed: Aug-29-11
Colour, True < 5 5 Color Unit
Blank (K103619-BLK2) Prepared: Aug-29-11, Analyzed: Aug-29-11
Colour, True < 5 5 Color Unit
LCS (K103619-BS1) Prepared: Aug-29-11, Analyzed: Aug-29-11
Colour, True 32 5 Color Unit 32.0 100 98-102
LCS (K103619-BS2) Prepared: Aug-29-11, Analyzed: Aug-29-11
Colour, True 32 5 Color Unit 32.0 100 98-102 General Parameters, Batch K103623
Blank (K103623-BLK1) Prepared: Aug-29-11, Analyzed: Aug-29-11
Alkalinity, Total as CaCO3 < 1.0 1.0 mg/L Conductivity (EC) < 2 2 uS/cm
Blank (K103623-BLK2) Prepared: Aug-29-11, Analyzed: Aug-29-11
Alkalinity, Total as CaCO3 < 1.0 1.0 mg/L Conductivity (EC) < 2 2 uS/cm
LCS (K103623-BS1) Prepared: Aug-29-11, Analyzed: Aug-29-11
Alkalinity, Total as CaCO3 102 1.0 mg/L 100 102 95-109
CARO Analytical Services Page 6 of 10 QUALITY CONTROL DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1154 PROJECT Comprehensive - Ryan Rhodes REPORTED Sep-02-11
Reporting Spike Source % REC % RPD Analyte Result Limit Units Level Result % REC Limits % RPD Limit Notes
General Parameters, Batch K103623, Continued
LCS (K103623-BS2) Prepared: Aug-29-11, Analyzed: Aug-29-11
Alkalinity, Total as CaCO3 102 1.0 mg/L 100 102 95-109
LCS (K103623-BS3) Prepared: Aug-29-11, Analyzed: Aug-29-11
Conductivity (EC) 1400 2 uS/cm 1410 99 95-105
LCS (K103623-BS4) Prepared: Aug-29-11, Analyzed: Aug-29-11
Conductivity (EC) 1400 2 uS/cm 1410 100 95-105
Reference (K103623-SRM1) Prepared: Aug-29-11, Analyzed: Aug-29-11
pH 7.02 0.01 pH Units 7.00 100 98-102
Reference (K103623-SRM2) Prepared: Aug-29-11, Analyzed: Aug-29-11
pH 7.01 0.01 pH Units 7.00 100 98-102 General Parameters, Batch K103627
Blank (K103627-BLK1) Prepared: Aug-30-11, Analyzed: Aug-30-11
UV Transmittance @ 254nm < 0.1 0.1 %
Blank (K103627-BLK2) Prepared: Aug-30-11, Analyzed: Aug-30-11
UV Transmittance @ 254nm < 0.1 0.1 %
Duplicate (K103627-DUP1) Source: K1H1154-01 Prepared: Aug-30-11, Analyzed: Aug-30-11
UV Transmittance @ 254nm 93.7 0.1 % 93.6 < 1 20
Reference (K103627-SRM1) Prepared: Aug-30-11, Analyzed: Aug-30-11
UV Transmittance @ 254nm 74.6 0.1 % 66.6 112 80-120
Reference (K103627-SRM2) Prepared: Aug-30-11, Analyzed: Aug-30-11
UV Transmittance @ 254nm 74.9 0.1 % 66.6 112 80-120 General Parameters, Batch K103631
Blank (K103631-BLK1) Prepared: Aug-30-11, Analyzed: Aug-30-11
Solids, Total Dissolved < 5 5 mg/L
Blank (K103631-BLK2) Prepared: Aug-30-11, Analyzed: Aug-30-11
Solids, Total Dissolved < 5 5 mg/L
Reference (K103631-SRM1) Prepared: Aug-30-11, Analyzed: Aug-30-11
Solids, Total Dissolved 276 5 mg/L 240 115 85-115
Reference (K103631-SRM2) Prepared: Aug-30-11, Analyzed: Aug-30-11
Solids, Total Dissolved 236 5 mg/L 240 98 85-115 Microbiological Parameters, Batch K103570
Blank (K103570-BLK1) Prepared: Aug-26-11, Analyzed: Aug-27-11
Coliforms, Total < 1 1 CFU/100mL E. coli < 1 1 CFU/100mL
Blank (K103570-BLK2) Prepared: Aug-26-11, Analyzed: Aug-27-11
Coliforms, Total < 1 1 CFU/100mL E. coli < 1 1 CFU/100mL
Blank (K103570-BLK3) Prepared: Aug-26-11, Analyzed: Aug-27-11
Coliforms, Total < 1 1 CFU/100mL E. coli < 1 1 CFU/100mL
CARO Analytical Services Page 7 of 10 QUALITY CONTROL DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1154 PROJECT Comprehensive - Ryan Rhodes REPORTED Sep-02-11
Reporting Spike Source % REC % RPD Analyte Result Limit Units Level Result % REC Limits % RPD Limit Notes
Microbiological Parameters, Batch K103570, Continued
Blank (K103570-BLK4) Prepared: Aug-26-11, Analyzed: Aug-27-11
Coliforms, Total < 1 1 CFU/100mL E. coli < 1 1 CFU/100mL
Blank (K103570-BLK5) Prepared: Aug-26-11, Analyzed: Aug-27-11
Coliforms, Total < 1 1 CFU/100mL E. coli < 1 1 CFU/100mL Total Recoverable Metals by ICPMS, Batch R102701
Blank (R102701-BLK1) Prepared: Aug-30-11, Analyzed: Aug-31-11
Aluminum < 0.050 0.050 mg/L Antimony < 0.0010 0.0010 mg/L Arsenic < 0.0050 0.0050 mg/L Barium < 0.050 0.050 mg/L Beryllium < 0.0010 0.0010 mg/L Boron < 0.040 0.040 mg/L Cadmium < 0.00010 0.00010 mg/L Calcium < 5.0 5.0 mg/L Chromium < 0.0050 0.0050 mg/L Cobalt < 0.00050 0.00050 mg/L Copper < 0.0020 0.0020 mg/L Iron < 0.10 0.10 mg/L Lead < 0.0010 0.0010 mg/L Magnesium < 0.10 0.10 mg/L Manganese < 0.0020 0.0020 mg/L Mercury < 0.00020 0.00020 mg/L Molybdenum < 0.0010 0.0010 mg/L Nickel < 0.0020 0.0020 mg/L Phosphorus < 0.20 0.20 mg/L Potassium < 0.20 0.20 mg/L Selenium < 0.0050 0.0050 mg/L Silicon < 5.0 5.0 mg/L Silver < 0.00050 0.00050 mg/L Sodium < 0.20 0.20 mg/L Uranium < 0.00020 0.00020 mg/L Vanadium < 0.010 0.010 mg/L Zinc < 0.040 0.040 mg/L
Blank (R102701-BLK2) Prepared: Aug-30-11, Analyzed: Aug-31-11
Aluminum < 0.050 0.050 mg/L Antimony < 0.0010 0.0010 mg/L Arsenic < 0.0050 0.0050 mg/L Barium < 0.050 0.050 mg/L Beryllium < 0.0010 0.0010 mg/L Boron < 0.040 0.040 mg/L Cadmium < 0.00010 0.00010 mg/L Calcium < 5.0 5.0 mg/L Chromium < 0.0050 0.0050 mg/L Cobalt < 0.00050 0.00050 mg/L Copper < 0.0020 0.0020 mg/L Iron < 0.10 0.10 mg/L Lead < 0.0010 0.0010 mg/L Magnesium < 0.10 0.10 mg/L Manganese < 0.0020 0.0020 mg/L Mercury < 0.00020 0.00020 mg/L Molybdenum < 0.0010 0.0010 mg/L Nickel < 0.0020 0.0020 mg/L Phosphorus < 0.20 0.20 mg/L Potassium < 0.20 0.20 mg/L Selenium < 0.0050 0.0050 mg/L Silicon < 5.0 5.0 mg/L Silver < 0.00050 0.00050 mg/L Sodium < 0.20 0.20 mg/L
CARO Analytical Services Page 8 of 10 QUALITY CONTROL DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1154 PROJECT Comprehensive - Ryan Rhodes REPORTED Sep-02-11
Reporting Spike Source % REC % RPD Analyte Result Limit Units Level Result % REC Limits % RPD Limit Notes
Total Recoverable Metals by ICPMS, Batch R102701, Continued
Blank (R102701-BLK2), Continued Prepared: Aug-30-11, Analyzed: Aug-31-11
Uranium < 0.00020 0.00020 mg/L Vanadium < 0.010 0.010 mg/L Zinc < 0.040 0.040 mg/L
Blank (R102701-BLK3) Prepared: Aug-30-11, Analyzed: Aug-31-11
Aluminum < 0.050 0.050 mg/L Antimony < 0.0010 0.0010 mg/L Arsenic < 0.0050 0.0050 mg/L Barium < 0.050 0.050 mg/L Beryllium < 0.0010 0.0010 mg/L Boron < 0.040 0.040 mg/L Cadmium < 0.00010 0.00010 mg/L Calcium < 5.0 5.0 mg/L Chromium < 0.0050 0.0050 mg/L Cobalt < 0.00050 0.00050 mg/L Copper < 0.0020 0.0020 mg/L Iron < 0.10 0.10 mg/L Lead < 0.0010 0.0010 mg/L Magnesium < 0.10 0.10 mg/L Manganese < 0.0020 0.0020 mg/L Mercury < 0.00020 0.00020 mg/L Molybdenum < 0.0010 0.0010 mg/L Nickel < 0.0020 0.0020 mg/L Phosphorus < 0.20 0.20 mg/L Potassium < 0.20 0.20 mg/L Selenium < 0.0050 0.0050 mg/L Silicon < 5.0 5.0 mg/L Silver < 0.00050 0.00050 mg/L Sodium < 0.20 0.20 mg/L Uranium < 0.00020 0.00020 mg/L Vanadium < 0.010 0.010 mg/L Zinc < 0.040 0.040 mg/L
Reference (R102701-SRM1) Prepared: Aug-30-11, Analyzed: Aug-31-11
Aluminum 0.312 0.050 mg/L 0.296 105 81-129 Antimony 0.0517 0.0010 mg/L 0.0505 102 88-114 Arsenic 0.122 0.0050 mg/L 0.122 100 88-114 Barium 0.766 0.050 mg/L 0.777 99 72-104 Beryllium 0.0480 0.0010 mg/L 0.0488 98 76-131 Boron 3.23 0.040 mg/L 3.40 95 75-121 Cadmium 0.0476 0.00010 mg/L 0.0490 97 89-111 Calcium 10.2 5.0 mg/L 10.2 100 86-121 Chromium 0.241 0.0050 mg/L 0.242 100 89-114 Cobalt 0.0373 0.00050 mg/L 0.0366 102 91-113 Copper 0.503 0.0020 mg/L 0.487 103 91-115 Iron 0.48 0.10 mg/L 0.469 103 77-124 Lead 0.189 0.0010 mg/L 0.193 98 92-113 Magnesium 3.37 0.10 mg/L 3.31 102 78-120 Manganese 0.108 0.0020 mg/L 0.109 99 90-114 Mercury 0.00499 0.00020 mg/L 0.00456 109 50-150 Molybdenum 0.192 0.0010 mg/L 0.197 98 90-111 Nickel 0.232 0.0020 mg/L 0.242 96 90-111 Phosphorus 0.26 0.20 mg/L 0.233 112 85-115 Potassium 6.19 0.20 mg/L 5.93 104 84-113 Selenium 0.118 0.0050 mg/L 0.115 103 85-115 Sodium 9.13 0.20 mg/L 7.64 119 82-123 Uranium 0.0173 0.00020 mg/L 0.0192 90 85-120 Vanadium 0.362 0.010 mg/L 0.376 96 86-111 Zinc 2.40 0.040 mg/L 2.42 99 85-111
Reference (R102701-SRM2) Prepared: Aug-30-11, Analyzed: Aug-31-11
Aluminum 0.299 0.050 mg/L 0.296 101 81-129 Antimony 0.0485 0.0010 mg/L 0.0505 96 88-114
CARO Analytical Services Page 9 of 10 QUALITY CONTROL DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1154 PROJECT Comprehensive - Ryan Rhodes REPORTED Sep-02-11
Reporting Spike Source % REC % RPD Analyte Result Limit Units Level Result % REC Limits % RPD Limit Notes
Total Recoverable Metals by ICPMS, Batch R102701, Continued
Reference (R102701-SRM2), Continued Prepared: Aug-30-11, Analyzed: Aug-31-11
Arsenic 0.118 0.0050 mg/L 0.122 96 88-114 Barium 0.749 0.050 mg/L 0.777 96 72-104 Beryllium 0.0483 0.0010 mg/L 0.0488 99 76-131 Boron 3.20 0.040 mg/L 3.40 94 75-121 Cadmium 0.0465 0.00010 mg/L 0.0490 95 89-111 Calcium 10.1 5.0 mg/L 10.2 99 86-121 Chromium 0.246 0.0050 mg/L 0.242 102 89-114 Cobalt 0.0379 0.00050 mg/L 0.0366 103 91-113 Copper 0.517 0.0020 mg/L 0.487 106 91-115 Iron 0.49 0.10 mg/L 0.469 105 77-124 Lead 0.191 0.0010 mg/L 0.193 99 92-113 Magnesium 3.47 0.10 mg/L 3.31 105 78-120 Manganese 0.108 0.0020 mg/L 0.109 99 90-114 Mercury 0.00502 0.00020 mg/L 0.00456 110 50-150 Molybdenum 0.190 0.0010 mg/L 0.197 97 90-111 Nickel 0.237 0.0020 mg/L 0.242 98 90-111 Phosphorus 0.21 0.20 mg/L 0.233 89 85-115 Potassium 6.09 0.20 mg/L 5.93 103 84-113 Selenium 0.106 0.0050 mg/L 0.115 92 85-115 Sodium 7.99 0.20 mg/L 7.64 105 82-123 Uranium 0.0171 0.00020 mg/L 0.0192 89 85-120 Vanadium 0.369 0.010 mg/L 0.376 98 86-111 Zinc 2.42 0.040 mg/L 2.42 100 85-111
Reference (R102701-SRM3) Prepared: Aug-30-11, Analyzed: Aug-31-11
Aluminum 0.327 0.050 mg/L 0.296 110 81-129 Antimony 0.0504 0.0010 mg/L 0.0505 100 88-114 Arsenic 0.123 0.0050 mg/L 0.122 101 88-114 Barium 0.758 0.050 mg/L 0.777 98 72-104 Beryllium 0.0503 0.0010 mg/L 0.0488 103 76-131 Boron 3.29 0.040 mg/L 3.40 97 75-121 Cadmium 0.0479 0.00010 mg/L 0.0490 98 89-111 Calcium 10.4 5.0 mg/L 10.2 102 86-121 Chromium 0.246 0.0050 mg/L 0.242 102 89-114 Cobalt 0.0380 0.00050 mg/L 0.0366 104 91-113 Copper 0.519 0.0020 mg/L 0.487 107 91-115 Iron 0.49 0.10 mg/L 0.469 104 77-124 Lead 0.195 0.0010 mg/L 0.193 101 92-113 Magnesium 3.46 0.10 mg/L 3.31 104 78-120 Manganese 0.109 0.0020 mg/L 0.109 100 90-114 Mercury 0.00529 0.00020 mg/L 0.00456 116 50-150 Molybdenum 0.194 0.0010 mg/L 0.197 98 90-111 Nickel 0.241 0.0020 mg/L 0.242 100 90-111 Phosphorus 0.25 0.20 mg/L 0.233 108 85-115 Potassium 6.05 0.20 mg/L 5.93 102 84-113 Selenium 0.112 0.0050 mg/L 0.115 98 85-115 Sodium 7.82 0.20 mg/L 7.64 102 82-123 Uranium 0.0179 0.00020 mg/L 0.0192 93 85-120 Vanadium 0.370 0.010 mg/L 0.376 98 86-111 Zinc 2.45 0.040 mg/L 2.42 101 85-111
CARO Analytical Services Page 10 of 10 CERTIFICATE OF ANALYSIS
CLIENT Western Water Associates Ltd 10051 Hwy 97 N Lake Country BC TEL (250) 765-2225 V4VC 1P6 FAX -
ATTENTION Ryan Rhodes
RECEIVED / TEMP Aug-26-11 16:28 / 12.0 °C WORK ORDER K1H1155 REPORTED Sep-02-11 PROJECT Lillooet - Seton COC #(s) 32574 PROJECT INFO 11-030-01
General Comments:
CARO Analytical Services employs methods which are based on those found in “Standard Methods for the Examination of Water and Wastewater”, 21st Edition, 2005, published by the American Public Health Association (APHA); US EPA protocols found in “Test Methods for Evaluating Solid Waste, Physical/Chemical Methods, SW846”, 3rd Edition; protocols published by the British Columbia Ministry of Environment (BCMOE); and/or CCME Canada-wide Standard Reference methods.
Methods not described in these publications are conducted according to procedures accepted by appropriate regulatory agencies, and/or are done in accordance with recognized professional standards using accepted testing methodologies and quality control efforts except where otherwise agreed to by the client.
The results in this report apply to the samples analyzed in accordance with the chain of custody document. This analytical report must be reproduced in its entirity. CARO is not responsible for any loss or damage resulting directly or indirectly from error or omission in the conduct of testing. Liability is limited to the cost of analysis. Samples will be disposed of 30 days after the test report has been issued unless otherwise agreed to in writing.
• All solids results are reported on a dry weight basis unless otherwise noted
• Units: mg/kg = milligrams per kilogram, equivalent to parts per million (ppm) mg/L = milligrams per litre, equivalent to parts per million (ppm) ug/L = micrograms per litre, equivalent to parts per billion (ppb) ug/g = micrograms per gram, equivalent to parts per million (ppm) ug/m3 = micrograms per cubic meter of air
• "RDL" Reported detection limit • "<" Less than reported detection limit • "AO" Aesthetic objective • "MAC" Maximum acceptable concentration (health-related guideline) • "LAB" RMD = Richmond location, KEL = Kelowna location, EDM = Edmonton location, SUB = Subcontracted
Please contact CARO if more information is needed or to provide feedback on our services.
CARO Analytical Services
Final Review Per: Jennifer Shanko, AScT Administration Coordinator
CARO Analytical Services #120 12791 Clarke Place #102 3677 Highway 97N 9523 42 Avenue Richmond, BC V6V 2H9 Kelowna, BC V1X 5C3 Edmonton, AB T6E 5R2 Tel: 604-279-1499 Fax: 604-279-1599 Tel: 250-765-9646 Fax: 250-765-3893 Tel: 780-628-3737 www.caro.ca Page 1 of 7 SAMPLE DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1155 PROJECT Lillooet - Seton REPORTED Sep-02-11
Canadian DW Analyte Result Guideline RDL Units Prepared Analyzed Notes (Dec 10)
Aggregate Organic Parameters
Cayoush Dug (K1H1155-01) Matrix: Water Sampled: Aug-26-11 10:00 VHw (6-10) < 100 100 ug/L Aug-31-11 Aug-31-11 VPHw < 100 100 ug/L Aug-31-11 Aug-31-11 EPHw (10-19) < 100 100 ug/L Aug-31-11 Sep-01-11 LEPHw < 100 100 ug/L Aug-31-11 Sep-01-11 EPHw (19-32) < 100 100 ug/L Aug-31-11 Sep-01-11 HEPHw < 100 100 ug/L Aug-31-11 Sep-01-11 Total PAH < 0.30 0.30 ug/L Aug-31-11 Sep-01-11
Polycyclic Aromatic Hydrocarbons by GCMS
Cayoush Dug (K1H1155-01) Matrix: Water Sampled: Aug-26-11 10:00 Acenaphthene < 0.00005 0.00005 mg/L Aug-31-11 Sep-01-11 Acenaphthylene < 0.00005 0.00005 mg/L Aug-31-11 Sep-01-11 Acridine < 0.00010 0.00010 mg/L Aug-31-11 Sep-01-11 Anthracene < 0.00005 0.00005 mg/L Aug-31-11 Sep-01-11 Benzo (a) anthracene < 0.00005 0.00005 mg/L Aug-31-11 Sep-01-11 Benzo (a) pyrene < 0.00001 MAC = 0.00001 0.00001 mg/L Aug-31-11 Sep-01-11 Benzo (b) fluoranthene < 0.00005 0.00005 mg/L Aug-31-11 Sep-01-11 Benzo (g,h,i) perylene < 0.00005 0.00005 mg/L Aug-31-11 Sep-01-11 Benzo (k) fluoranthene < 0.00005 0.00005 mg/L Aug-31-11 Sep-01-11 Chrysene < 0.00005 0.00005 mg/L Aug-31-11 Sep-01-11 Dibenz (a,h) anthracene < 0.00005 0.00005 mg/L Aug-31-11 Sep-01-11 Fluoranthene < 0.00005 0.00005 mg/L Aug-31-11 Sep-01-11 Fluorene < 0.00005 0.00005 mg/L Aug-31-11 Sep-01-11 Indeno (1,2,3-cd) pyrene < 0.00005 0.00005 mg/L Aug-31-11 Sep-01-11 Naphthalene < 0.00030 0.00030 mg/L Aug-31-11 Sep-01-11 Phenanthrene < 0.00010 0.00010 mg/L Aug-31-11 Sep-01-11 Pyrene < 0.00010 0.00010 mg/L Aug-31-11 Sep-01-11 Quinoline < 0.00010 0.00010 mg/L Aug-31-11 Sep-01-11 Surrogate: Naphthalene-d8 59 % 50-100 Aug-31-11 Sep-01-11 Surrogate: Acenaphthene-d10 70 % 50-104 Aug-31-11 Sep-01-11 Surrogate: Phenanthrene-d10 69 % 60-104 Aug-31-11 Sep-01-11 Surrogate: Chrysene-d12 63 % 60-108 Aug-31-11 Sep-01-11 Surrogate: Perylene-d12 78 % 60-109 Aug-31-11 Sep-01-11
Volatile Organic Compounds by GCMS
Cayoush Dug (K1H1155-01) Matrix: Water Sampled: Aug-26-11 10:00 Benzene < 0.00050 MAC = 0.005 0.00050 mg/L Aug-31-11 Aug-31-11 Bromodichloromethane < 0.0010 0.0010 mg/L Aug-31-11 Aug-31-11 Bromoform < 0.0010 0.0010 mg/L Aug-31-11 Aug-31-11 Carbon tetrachloride < 0.0010 MAC = 0.005 0.0010 mg/L Aug-31-11 Aug-31-11 Chlorobenzene < 0.0010 MAC = 0.08 0.0010 mg/L Aug-31-11 Aug-31-11 Chloroethane < 0.0010 0.0010 mg/L Aug-31-11 Aug-31-11 Chloroform 0.0012 0.0010 mg/L Aug-31-11 Aug-31-11 Dibromochloromethane < 0.0010 0.0010 mg/L Aug-31-11 Aug-31-11
CARO Analytical Services Page 2 of 7 SAMPLE DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1155 PROJECT Lillooet - Seton REPORTED Sep-02-11
Canadian DW Analyte Result Guideline RDL Units Prepared Analyzed Notes (Dec 10)
Volatile Organic Compounds by GCMS, Continued
Cayoush Dug (K1H1155-01) Matrix: Water Sampled: Aug-26-11 10:00, Continued 1,2-Dibromoethane < 0.00030 0.00030 mg/L Aug-31-11 Aug-31-11 Dibromomethane < 0.0010 0.0010 mg/L Aug-31-11 Aug-31-11 1,2-Dichlorobenzene < 0.00050 MAC = 0.2 0.00050 mg/L Aug-31-11 Aug-31-11 1,3-Dichlorobenzene < 0.0010 0.0010 mg/L Aug-31-11 Aug-31-11 1,4-Dichlorobenzene < 0.0010 MAC = 0.005 0.0010 mg/L Aug-31-11 Aug-31-11 1,1-Dichloroethane < 0.0010 0.0010 mg/L Aug-31-11 Aug-31-11 1,2-Dichloroethane < 0.0010 MAC = 0.005 0.0010 mg/L Aug-31-11 Aug-31-11 1,1-Dichloroethene < 0.0010 MAC = 0.01 0.0010 mg/L Aug-31-11 Aug-31-11 cis-1,2-Dichloroethene < 0.0010 0.0010 mg/L Aug-31-11 Aug-31-11 trans-1,2-Dichloroethene < 0.0010 0.0010 mg/L Aug-31-11 Aug-31-11 1,2-Dichloropropane < 0.0010 0.0010 mg/L Aug-31-11 Aug-31-11 cis-1,3-Dichloropropene < 0.0010 0.0010 mg/L Aug-31-11 Aug-31-11 trans-1,3-Dichloropropene < 0.0010 0.0010 mg/L Aug-31-11 Aug-31-11 Ethylbenzene < 0.0010 0.0010 mg/L Aug-31-11 Aug-31-11 Methyl tert-butyl ether < 0.0010 0.0010 mg/L Aug-31-11 Aug-31-11 Dichloromethane < 0.0030 MAC = 0.05 0.0030 mg/L Aug-31-11 Aug-31-11 Styrene < 0.0010 0.0010 mg/L Aug-31-11 Aug-31-11 1,1,2,2-Tetrachloroethane < 0.0010 0.0010 mg/L Aug-31-11 Aug-31-11 Tetrachloroethylene < 0.0010 MAC = 0.03 0.0010 mg/L Aug-31-11 Aug-31-11 Toluene < 0.0010 0.0010 mg/L Aug-31-11 Aug-31-11 1,1,1-Trichloroethane < 0.0010 0.0010 mg/L Aug-31-11 Aug-31-11 1,1,2-Trichloroethane < 0.0010 0.0010 mg/L Aug-31-11 Aug-31-11 Trichloroethylene < 0.0010 MAC = 0.005 0.0010 mg/L Aug-31-11 Aug-31-11 Trichlorofluoromethane < 0.0010 0.0010 mg/L Aug-31-11 Aug-31-11 Vinyl chloride < 0.0010 MAC = 0.002 0.0010 mg/L Aug-31-11 Aug-31-11 Xylenes (total) < 0.0020 0.0020 mg/L Aug-31-11 Aug-31-11 Surrogate: Toluene-d8 73 % 80-120 Aug-31-11 Aug-31-11 S02 Surrogate: 4-Bromofluorobenzene 100 % 80-120 Aug-31-11 Aug-31-11 Surrogate: 1,4-Dichlorobenzene-d4 114 % 80-120 Aug-31-11 Aug-31-11
Sample Qualifiers:
S02 Surrogate recovery outside of control limits. The data was accepted based on valid recovery of the remaining surrogate(s).
CARO Analytical Services Page 3 of 7 ANALYSIS / REPORT INFORMATION
CLIENT Western Water Associates Ltd WORK ORDER # K1H1155 PROJECT Lillooet - Seton REPORTED Sep-02-11
Analysis Description Method Reference(s) (* = modified from) LAB Preparation Analysis
EPH in Water EPA 3510C BCMOE RMD L/HEPH in Water BCMOE RMD VH in Water EPA 5030B BCMOE RMD VOC/VH/VPH in Water BCMOE RMD PAH in Water EPA 3510C EPA 8270D RMD VOC in Water EPA 5030B EPA 8260B RMD
CARO Analytical Services Page 4 of 7 QUALITY CONTROL DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1155 PROJECT Lillooet - Seton REPORTED Sep-02-11
The following section reports quality control (QC) data that is associated with your sample data. Groups of samples are prepared in “batches” and analyzed in conjunction with quality control samples that ensure your data is of the highest quality. Common QC types include:
• Method Blank (Blk): Laboratory reagent water is carried through sample preparation and analysis steps. Method Blanks indicate that results are free from contamination, i.e. not biased high from sources such as the sample container or the laboratory environment
• Duplicate (Dup): Preparation and analysis of a replicate aliquot of a sample. Duplicates provide a measure of the analytical method’s precision, i.e. how reproducible a result is. Duplicates are only reported if they are associated with your sample data.
• Blank Spike (BS): A known amount of standard is carried through sample preparation and analysis steps. Blank Spikes, also known as laboratory control samples (LCS), are prepared from a different source of standard than used for the calibration. They ensure that the calibration is acceptable (i.e. not biased high or low) and also provide a measure of the analytical method’s accuracy (i.e. closeness of the result to a target value).
• Standard Reference Material (SRM): A material of similar matrix to the samples, externally certified for the parameter(s) listed. Standard Reference Materials ensure that the preparation steps in the method are adequate to achieve acceptable recoveries of the parameter(s) tested for.
Each QC type is analyzed at a 5-10% frequency, i.e. one blank/duplicate/spike for every 10 samples. For all types of QC, the specified recovery (% Rec) and relative percent difference (RPD) limits are derived from long-term method performance averages and/or prescribed by the reference method.
Reporting Spike Source % REC % RPD Analyte Result Limit Units Level Result % REC Limits % RPD Limit Notes
Aggregate Organic Parameters, Batch R102713
Blank (R102713-BLK1) Prepared: Aug-31-11, Analyzed: Aug-31-11
VHw (6-10) < 100 100 ug/L
LCS (R102713-BS2) Prepared: Aug-31-11, Analyzed: Aug-31-11
VHw (6-10) 2120 100 ug/L 2460 86 72-109 Aggregate Organic Parameters, Batch R102717
LCS (R102717-BS2) Prepared: Aug-31-11, Analyzed: Sep-01-11
EPHw (10-19) 2840 100 ug/L 3480 82 61-103 EPHw (19-32) 3780 100 ug/L 5050 75 57-101 Polycyclic Aromatic Hydrocarbons by GCMS, Batch R102717
LCS (R102717-BS1) Prepared: Aug-31-11, Analyzed: Sep-01-11
Acenaphthene 0.0008 0.00005 mg/L 0.00100 76 57-103 Acenaphthylene 0.0008 0.00005 mg/L 0.00100 77 56-100 Anthracene 0.0009 0.00005 mg/L 0.00100 87 52-93 Benzo (a) anthracene 0.0008 0.00005 mg/L 0.00100 77 64-111 Benzo (a) pyrene 0.0009 0.00001 mg/L 0.00100 91 61-106 Benzo (b) fluoranthene 0.0009 0.00005 mg/L 0.00100 85 62-109 Benzo (g,h,i) perylene 0.0009 0.00005 mg/L 0.00100 87 62-108 Benzo (k) fluoranthene 0.0007 0.00005 mg/L 0.00100 72 66-113 Chrysene 0.0008 0.00005 mg/L 0.00100 79 62-117 Dibenz (a,h) anthracene 0.0009 0.00005 mg/L 0.00100 86 60-113 Fluoranthene 0.001 0.00005 mg/L 0.00100 105 69-110 Fluorene 0.0008 0.00005 mg/L 0.00100 81 60-106 Indeno (1,2,3-cd) pyrene 0.0008 0.00005 mg/L 0.00100 81 60-108 Naphthalene 0.0008 0.0003 mg/L 0.00100 77 57-108 Phenanthrene 0.0008 0.0001 mg/L 0.00100 84 63-110 Pyrene 0.001 0.0001 mg/L 0.00100 107 67-118 Surrogate: Naphthalene-d8 0.000561 mg/L 0.00100 56 50-100 Surrogate: Acenaphthene-d10 0.000757 mg/L 0.00100 76 50-104 Surrogate: Phenanthrene-d10 0.000744 mg/L 0.00100 74 60-104 Surrogate: Chrysene-d12 0.000609 mg/L 0.00100 61 60-108 Surrogate: Perylene-d12 0.000853 mg/L 0.00100 85 60-109 Volatile Organic Compounds by GCMS, Batch R102713
Blank (R102713-BLK1) Prepared: Aug-31-11, Analyzed: Aug-31-11
Benzene < 0.0005 0.0005 mg/L
CARO Analytical Services Page 5 of 7 QUALITY CONTROL DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1155 PROJECT Lillooet - Seton REPORTED Sep-02-11
Reporting Spike Source % REC % RPD Analyte Result Limit Units Level Result % REC Limits % RPD Limit Notes
Volatile Organic Compounds by GCMS, Batch R102713, Continued
Blank (R102713-BLK1), Continued Prepared: Aug-31-11, Analyzed: Aug-31-11
Bromodichloromethane < 0.0010 0.0010 mg/L Bromoform < 0.0010 0.0010 mg/L Carbon tetrachloride < 0.0010 0.0010 mg/L Chlorobenzene < 0.0010 0.0010 mg/L Chloroethane < 0.0010 0.0010 mg/L Chloroform < 0.0010 0.0010 mg/L Dibromochloromethane < 0.0010 0.0010 mg/L 1,2-Dibromoethane < 0.0003 0.0003 mg/L Dibromomethane < 0.0010 0.0010 mg/L 1,2-Dichlorobenzene < 0.0005 0.0005 mg/L 1,3-Dichlorobenzene < 0.0010 0.0010 mg/L 1,4-Dichlorobenzene < 0.0010 0.0010 mg/L 1,1-Dichloroethane < 0.0010 0.0010 mg/L 1,2-Dichloroethane < 0.0010 0.0010 mg/L 1,1-Dichloroethene < 0.0010 0.0010 mg/L cis-1,2-Dichloroethene < 0.0010 0.0010 mg/L trans-1,2-Dichloroethene < 0.0010 0.0010 mg/L 1,2-Dichloropropane < 0.0010 0.0010 mg/L cis-1,3-Dichloropropene < 0.0010 0.0010 mg/L trans-1,3-Dichloropropene < 0.0010 0.0010 mg/L Ethylbenzene < 0.0010 0.0010 mg/L Methyl tert-butyl ether < 0.0010 0.0010 mg/L Dichloromethane < 0.0030 0.0030 mg/L Styrene < 0.0010 0.0010 mg/L 1,1,2,2-Tetrachloroethane < 0.0010 0.0010 mg/L Tetrachloroethylene < 0.0010 0.0010 mg/L Toluene < 0.0010 0.0010 mg/L 1,1,1-Trichloroethane < 0.0010 0.0010 mg/L 1,1,2-Trichloroethane < 0.0010 0.0010 mg/L Trichloroethylene < 0.0010 0.0010 mg/L Trichlorofluoromethane < 0.0010 0.0010 mg/L Vinyl chloride < 0.0010 0.0010 mg/L Xylenes (total) < 0.0020 0.0020 mg/L Surrogate: Toluene-d8 0.0224 mg/L 0.0250 90 80-120 Surrogate: 4-Bromofluorobenzene 0.0242 mg/L 0.0250 97 80-120 Surrogate: 1,4-Dichlorobenzene-d4 0.0279 mg/L 0.0250 111 80-120
LCS (R102713-BS1) Prepared: Aug-31-11, Analyzed: Aug-31-11
Benzene 0.0205 0.0005 mg/L 0.0200 103 80-120 Bromodichloromethane 0.0192 0.0010 mg/L 0.0200 96 80-120 Bromoform 0.0194 0.0010 mg/L 0.0200 97 80-120 Carbon tetrachloride 0.0201 0.0010 mg/L 0.0200 101 80-120 Chlorobenzene 0.0187 0.0010 mg/L 0.0200 93 80-120 Chloroethane 0.0239 0.0010 mg/L 0.0200 120 80-120 Chloroform 0.0188 0.0010 mg/L 0.0200 94 80-120 Dibromochloromethane 0.0181 0.0010 mg/L 0.0200 91 80-120 1,2-Dibromoethane 0.0183 0.0003 mg/L 0.0200 91 80-120 Dibromomethane 0.0189 0.0010 mg/L 0.0200 94 80-120 1,2-Dichlorobenzene 0.0199 0.0005 mg/L 0.0200 100 80-120 1,3-Dichlorobenzene 0.0209 0.0010 mg/L 0.0200 104 80-120 1,4-Dichlorobenzene 0.0198 0.0010 mg/L 0.0200 99 80-120 1,1-Dichloroethane 0.0207 0.0010 mg/L 0.0200 104 80-120 1,2-Dichloroethane 0.0199 0.0010 mg/L 0.0200 99 80-120 1,1-Dichloroethene 0.0182 0.0010 mg/L 0.0200 91 80-120 cis-1,2-Dichloroethene 0.0191 0.0010 mg/L 0.0200 95 80-120 trans-1,2-Dichloroethene 0.0217 0.0010 mg/L 0.0200 109 80-120 1,2-Dichloropropane 0.0205 0.0010 mg/L 0.0200 103 80-120 cis-1,3-Dichloropropene 0.0179 0.0010 mg/L 0.0200 90 80-120 trans-1,3-Dichloropropene 0.0189 0.0010 mg/L 0.0200 94 80-120 Ethylbenzene 0.0183 0.0010 mg/L 0.0200 91 80-120 Methyl tert-butyl ether 0.0201 0.0010 mg/L 0.0200 100 80-120 Dichloromethane 0.0218 0.0030 mg/L 0.0200 109 80-120 Styrene 0.0190 0.0010 mg/L 0.0200 95 80-120
CARO Analytical Services Page 6 of 7 QUALITY CONTROL DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1155 PROJECT Lillooet - Seton REPORTED Sep-02-11
Reporting Spike Source % REC % RPD Analyte Result Limit Units Level Result % REC Limits % RPD Limit Notes
Volatile Organic Compounds by GCMS, Batch R102713, Continued
LCS (R102713-BS1), Continued Prepared: Aug-31-11, Analyzed: Aug-31-11
1,1,2,2-Tetrachloroethane 0.0211 0.0010 mg/L 0.0200 106 80-120 Tetrachloroethylene 0.0132 0.0010 mg/L 0.0200 66 80-120 SPK Toluene 0.0184 0.0010 mg/L 0.0200 92 80-120 1,1,1-Trichloroethane 0.0196 0.0010 mg/L 0.0200 98 80-120 1,1,2-Trichloroethane 0.0188 0.0010 mg/L 0.0200 94 80-120 Trichloroethylene 0.0182 0.0010 mg/L 0.0200 91 80-120 Trichlorofluoromethane 0.0244 0.0010 mg/L 0.0200 122 70-130 Vinyl chloride 0.0200 0.0010 mg/L 0.0200 100 70-130 Xylenes (total) 0.0523 0.0020 mg/L 0.0600 87 80-120 Surrogate: Toluene-d8 0.0233 mg/L 0.0250 93 80-120 Surrogate: 4-Bromofluorobenzene 0.0244 mg/L 0.0250 98 80-120 Surrogate: 1,4-Dichlorobenzene-d4 0.0250 mg/L 0.0250 100 80-120
QC Qualifiers:
SPK Recovery of one or more analytes on Blank Spike (BS) analysis are outside of control limits. Data accepted based on acceptable performance of other batch QC.
CARO Analytical Services Page 7 of 7 CERTIFICATE OF ANALYSIS
CLIENT Western Water Associates Ltd 10051 Hwy 97 N Lake Country BC TEL (250) 765-2225 V4VC 1P6 FAX -
ATTENTION Ryan Rhodes
RECEIVED / TEMP Aug-29-11 08:05 / 8.0 °C WORK ORDER K1H1158 REPORTED Sep-01-11 PROJECT Lillooet - Seton COC #(s) 32792 PROJECT INFO 11-030-01
General Comments:
CARO Analytical Services employs methods which are based on those found in “Standard Methods for the Examination of Water and Wastewater”, 21st Edition, 2005, published by the American Public Health Association (APHA); US EPA protocols found in “Test Methods for Evaluating Solid Waste, Physical/Chemical Methods, SW846”, 3rd Edition; protocols published by the British Columbia Ministry of Environment (BCMOE); and/or CCME Canada-wide Standard Reference methods.
Methods not described in these publications are conducted according to procedures accepted by appropriate regulatory agencies, and/or are done in accordance with recognized professional standards using accepted testing methodologies and quality control efforts except where otherwise agreed to by the client.
The results in this report apply to the samples analyzed in accordance with the chain of custody document. This analytical report must be reproduced in its entirity. CARO is not responsible for any loss or damage resulting directly or indirectly from error or omission in the conduct of testing. Liability is limited to the cost of analysis. Samples will be disposed of 30 days after the test report has been issued unless otherwise agreed to in writing.
• All solids results are reported on a dry weight basis unless otherwise noted
• Units: mg/kg = milligrams per kilogram, equivalent to parts per million (ppm) mg/L = milligrams per litre, equivalent to parts per million (ppm) ug/L = micrograms per litre, equivalent to parts per billion (ppb) ug/g = micrograms per gram, equivalent to parts per million (ppm) ug/m3 = micrograms per cubic meter of air
• "RDL" Reported detection limit • "<" Less than reported detection limit • "AO" Aesthetic objective • "MAC" Maximum acceptable concentration (health-related guideline) • "LAB" RMD = Richmond location, KEL = Kelowna location, EDM = Edmonton location, SUB = Subcontracted
Please contact CARO if more information is needed or to provide feedback on our services.
CARO Analytical Services
Final Review Per: Jennifer Shanko, AScT Administration Coordinator
CARO Analytical Services #120 12791 Clarke Place #102 3677 Highway 97N 9523 42 Avenue Richmond, BC V6V 2H9 Kelowna, BC V1X 5C3 Edmonton, AB T6E 5R2 Tel: 604-279-1499 Fax: 604-279-1599 Tel: 250-765-9646 Fax: 250-765-3893 Tel: 780-628-3737 www.caro.ca Page 1 of 10 SAMPLE DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1158 PROJECT Lillooet - Seton REPORTED Sep-01-11
Canadian DW Analyte Result Guideline RDL Units Prepared Analyzed Notes (Dec 10)
General Parameters
Well 2 - 32 Hour (K1H1158-01) Matrix: Water Sampled: Aug-26-11 20:00 Hardness, Total (Total as CaCO3) 152 12.5 mg/L Aug-30-11 Aug-31-11
Well 2 - 44 Hour (K1H1158-02) Matrix: Water Sampled: Aug-27-11 08:00 Conductivity (EC) 335 2 uS/cm Aug-29-11 Aug-29-11 Hardness, Total (Total as CaCO3) 159 12.5 mg/L Aug-30-11 Aug-31-11
Well 2 - 56 Hour (K1H1158-03) Matrix: Water Sampled: Aug-27-11 20:00 Hardness, Total (Total as CaCO3) 156 12.5 mg/L Aug-30-11 Aug-31-11
Total Recoverable Metals by ICPMS
Well 2 - 32 Hour (K1H1158-01) Matrix: Water Sampled: Aug-26-11 20:00 Aluminum < 0.050 AO ≤ 0.1 0.050 mg/L Aug-30-11 Aug-31-11 Antimony < 0.0010 MAC = 0.006 0.0010 mg/L Aug-30-11 Aug-31-11 Arsenic < 0.0050 MAC = 0.01 0.0050 mg/L Aug-30-11 Aug-31-11 Barium < 0.050 MAC = 1 0.050 mg/L Aug-30-11 Aug-31-11 Beryllium < 0.0010 0.0010 mg/L Aug-30-11 Aug-31-11 Bismuth < 0.0010 0.0010 mg/L Aug-30-11 Aug-31-11 Boron 0.060 MAC = 5 0.040 mg/L Aug-30-11 Aug-31-11 Cadmium < 0.00010 MAC = 0.005 0.00010 mg/L Aug-30-11 Aug-31-11 Calcium 44.0 5.0 mg/L Aug-30-11 Aug-31-11 Chromium < 0.0050 MAC = 0.05 0.0050 mg/L Aug-30-11 Aug-31-11 Cobalt < 0.00050 0.00050 mg/L Aug-30-11 Aug-31-11 Copper < 0.0020 AO ≤ 1 0.0020 mg/L Aug-30-11 Aug-31-11 Iron < 0.10 AO ≤ 0.3 0.10 mg/L Aug-30-11 Aug-31-11 Lead < 0.0010 MAC = 0.01 0.0010 mg/L Aug-30-11 Aug-31-11 Lithium 0.0021 0.0010 mg/L Aug-30-11 Aug-31-11 Magnesium 10.2 0.10 mg/L Aug-30-11 Aug-31-11 Manganese < 0.0020 AO ≤ 0.05 0.0020 mg/L Aug-30-11 Aug-31-11 Mercury < 0.00020 MAC = 0.001 0.00020 mg/L Aug-30-11 Aug-31-11 Molybdenum 0.0023 0.0010 mg/L Aug-30-11 Aug-31-11 Nickel < 0.0020 0.0020 mg/L Aug-30-11 Aug-31-11 Phosphorus < 0.20 0.20 mg/L Aug-30-11 Aug-31-11 Potassium 1.96 0.20 mg/L Aug-30-11 Aug-31-11 Selenium < 0.0050 MAC = 0.01 0.0050 mg/L Aug-30-11 Aug-31-11 Silicon < 5.0 5.0 mg/L Aug-30-11 Aug-31-11 Silver < 0.00050 0.00050 mg/L Aug-30-11 Aug-31-11 Sodium 9.79 AO ≤ 200 0.20 mg/L Aug-30-11 Aug-31-11 Strontium 0.210 0.010 mg/L Aug-30-11 Aug-31-11 Tellurium < 0.0020 0.0020 mg/L Aug-30-11 Aug-31-11 Thallium < 0.00020 0.00020 mg/L Aug-30-11 Aug-31-11 Thorium < 0.0010 0.0010 mg/L Aug-30-11 Aug-31-11 Tin < 0.0020 0.0020 mg/L Aug-30-11 Aug-31-11 Titanium < 0.050 0.050 mg/L Aug-30-11 Aug-31-11 Uranium 0.00037 MAC = 0.02 0.00020 mg/L Aug-30-11 Aug-31-11 Vanadium < 0.010 0.010 mg/L Aug-30-11 Aug-31-11
CARO Analytical Services Page 2 of 10 SAMPLE DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1158 PROJECT Lillooet - Seton REPORTED Sep-01-11
Canadian DW Analyte Result Guideline RDL Units Prepared Analyzed Notes (Dec 10)
Total Recoverable Metals by ICPMS, Continued
Well 2 - 32 Hour (K1H1158-01) Matrix: Water Sampled: Aug-26-11 20:00, Continued Zinc < 0.040 AO ≤ 5 0.040 mg/L Aug-30-11 Aug-31-11 Zirconium < 0.0010 0.0010 mg/L Aug-30-11 Aug-31-11
Well 2 - 44 Hour (K1H1158-02) Matrix: Water Sampled: Aug-27-11 08:00 Aluminum < 0.050 AO ≤ 0.1 0.050 mg/L Aug-30-11 Aug-31-11 Antimony < 0.0010 MAC = 0.006 0.0010 mg/L Aug-30-11 Aug-31-11 Arsenic < 0.0050 MAC = 0.01 0.0050 mg/L Aug-30-11 Aug-31-11 Barium < 0.050 MAC = 1 0.050 mg/L Aug-30-11 Aug-31-11 Beryllium < 0.0010 0.0010 mg/L Aug-30-11 Aug-31-11 Bismuth < 0.0010 0.0010 mg/L Aug-30-11 Aug-31-11 Boron 0.060 MAC = 5 0.040 mg/L Aug-30-11 Aug-31-11 Cadmium < 0.00010 MAC = 0.005 0.00010 mg/L Aug-30-11 Aug-31-11 Calcium 45.9 5.0 mg/L Aug-30-11 Aug-31-11 Chromium < 0.0050 MAC = 0.05 0.0050 mg/L Aug-30-11 Aug-31-11 Cobalt < 0.00050 0.00050 mg/L Aug-30-11 Aug-31-11 Copper < 0.0020 AO ≤ 1 0.0020 mg/L Aug-30-11 Aug-31-11 Iron < 0.10 AO ≤ 0.3 0.10 mg/L Aug-30-11 Aug-31-11 Lead < 0.0010 MAC = 0.01 0.0010 mg/L Aug-30-11 Aug-31-11 Lithium 0.0022 0.0010 mg/L Aug-30-11 Aug-31-11 Magnesium 10.7 0.10 mg/L Aug-30-11 Aug-31-11 Manganese < 0.0020 AO ≤ 0.05 0.0020 mg/L Aug-30-11 Aug-31-11 Mercury < 0.00020 MAC = 0.001 0.00020 mg/L Aug-30-11 Aug-31-11 Molybdenum 0.0022 0.0010 mg/L Aug-30-11 Aug-31-11 Nickel < 0.0020 0.0020 mg/L Aug-30-11 Aug-31-11 Phosphorus < 0.20 0.20 mg/L Aug-30-11 Aug-31-11 Potassium 2.06 0.20 mg/L Aug-30-11 Aug-31-11 Selenium < 0.0050 MAC = 0.01 0.0050 mg/L Aug-30-11 Aug-31-11 Silicon < 5.0 5.0 mg/L Aug-30-11 Aug-31-11 Silver < 0.00050 0.00050 mg/L Aug-30-11 Aug-31-11 Sodium 10.4 AO ≤ 200 0.20 mg/L Aug-30-11 Aug-31-11 Strontium 0.216 0.010 mg/L Aug-30-11 Aug-31-11 Tellurium < 0.0020 0.0020 mg/L Aug-30-11 Aug-31-11 Thallium < 0.00020 0.00020 mg/L Aug-30-11 Aug-31-11 Thorium < 0.0010 0.0010 mg/L Aug-30-11 Aug-31-11 Tin < 0.0020 0.0020 mg/L Aug-30-11 Aug-31-11 Titanium < 0.050 0.050 mg/L Aug-30-11 Aug-31-11 Uranium 0.00039 MAC = 0.02 0.00020 mg/L Aug-30-11 Aug-31-11 Vanadium < 0.010 0.010 mg/L Aug-30-11 Aug-31-11 Zinc < 0.040 AO ≤ 5 0.040 mg/L Aug-30-11 Aug-31-11 Zirconium < 0.0010 0.0010 mg/L Aug-30-11 Aug-31-11
Well 2 - 56 Hour (K1H1158-03) Matrix: Water Sampled: Aug-27-11 20:00 Aluminum < 0.050 AO ≤ 0.1 0.050 mg/L Aug-30-11 Aug-31-11 Antimony < 0.0010 MAC = 0.006 0.0010 mg/L Aug-30-11 Aug-31-11 Arsenic < 0.0050 MAC = 0.01 0.0050 mg/L Aug-30-11 Aug-31-11 Barium < 0.050 MAC = 1 0.050 mg/L Aug-30-11 Aug-31-11
CARO Analytical Services Page 3 of 10 SAMPLE DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1158 PROJECT Lillooet - Seton REPORTED Sep-01-11
Canadian DW Analyte Result Guideline RDL Units Prepared Analyzed Notes (Dec 10)
Total Recoverable Metals by ICPMS, Continued
Well 2 - 56 Hour (K1H1158-03) Matrix: Water Sampled: Aug-27-11 20:00, Continued Beryllium < 0.0010 0.0010 mg/L Aug-30-11 Aug-31-11 Bismuth < 0.0010 0.0010 mg/L Aug-30-11 Aug-31-11 Boron 0.059 MAC = 5 0.040 mg/L Aug-30-11 Aug-31-11 Cadmium < 0.00010 MAC = 0.005 0.00010 mg/L Aug-30-11 Aug-31-11 Calcium 45.4 5.0 mg/L Aug-30-11 Aug-31-11 Chromium < 0.0050 MAC = 0.05 0.0050 mg/L Aug-30-11 Aug-31-11 Cobalt < 0.00050 0.00050 mg/L Aug-30-11 Aug-31-11 Copper < 0.0020 AO ≤ 1 0.0020 mg/L Aug-30-11 Aug-31-11 Iron < 0.10 AO ≤ 0.3 0.10 mg/L Aug-30-11 Aug-31-11 Lead < 0.0010 MAC = 0.01 0.0010 mg/L Aug-30-11 Aug-31-11 Lithium 0.0024 0.0010 mg/L Aug-30-11 Aug-31-11 Magnesium 10.3 0.10 mg/L Aug-30-11 Aug-31-11 Manganese < 0.0020 AO ≤ 0.05 0.0020 mg/L Aug-30-11 Aug-31-11 Mercury < 0.00020 MAC = 0.001 0.00020 mg/L Aug-30-11 Aug-31-11 Molybdenum 0.0019 0.0010 mg/L Aug-30-11 Aug-31-11 Nickel < 0.0020 0.0020 mg/L Aug-30-11 Aug-31-11 Phosphorus < 0.20 0.20 mg/L Aug-30-11 Aug-31-11 Potassium 1.98 0.20 mg/L Aug-30-11 Aug-31-11 Selenium < 0.0050 MAC = 0.01 0.0050 mg/L Aug-30-11 Aug-31-11 Silicon < 5.0 5.0 mg/L Aug-30-11 Aug-31-11 Silver < 0.00050 0.00050 mg/L Aug-30-11 Aug-31-11 Sodium 10.0 AO ≤ 200 0.20 mg/L Aug-30-11 Aug-31-11 Strontium 0.214 0.010 mg/L Aug-30-11 Aug-31-11 Tellurium < 0.0020 0.0020 mg/L Aug-30-11 Aug-31-11 Thallium < 0.00020 0.00020 mg/L Aug-30-11 Aug-31-11 Thorium < 0.0010 0.0010 mg/L Aug-30-11 Aug-31-11 Tin < 0.0020 0.0020 mg/L Aug-30-11 Aug-31-11 Titanium < 0.050 0.050 mg/L Aug-30-11 Aug-31-11 Uranium 0.00040 MAC = 0.02 0.00020 mg/L Aug-30-11 Aug-31-11 Vanadium < 0.010 0.010 mg/L Aug-30-11 Aug-31-11 Zinc < 0.040 AO ≤ 5 0.040 mg/L Aug-30-11 Aug-31-11 Zirconium < 0.0010 0.0010 mg/L Aug-30-11 Aug-31-11
CARO Analytical Services Page 4 of 10 ANALYSIS / REPORT INFORMATION
CLIENT Western Water Associates Ltd WORK ORDER # K1H1158 PROJECT Lillooet - Seton REPORTED Sep-01-11
Analysis Description Method Reference(s) (* = modified from) LAB Preparation Analysis
Conductivity-Water NO PREP APHA 2510 B KEL Total Recoverable Metals by ICPMS EPA 200.2 * EPA 6020A RMD
CARO Analytical Services Page 5 of 10 QUALITY CONTROL DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1158 PROJECT Lillooet - Seton REPORTED Sep-01-11
The following section reports quality control (QC) data that is associated with your sample data. Groups of samples are prepared in “batches” and analyzed in conjunction with quality control samples that ensure your data is of the highest quality. Common QC types include:
• Method Blank (Blk): Laboratory reagent water is carried through sample preparation and analysis steps. Method Blanks indicate that results are free from contamination, i.e. not biased high from sources such as the sample container or the laboratory environment
• Duplicate (Dup): Preparation and analysis of a replicate aliquot of a sample. Duplicates provide a measure of the analytical method’s precision, i.e. how reproducible a result is. Duplicates are only reported if they are associated with your sample data.
• Blank Spike (BS): A known amount of standard is carried through sample preparation and analysis steps. Blank Spikes, also known as laboratory control samples (LCS), are prepared from a different source of standard than used for the calibration. They ensure that the calibration is acceptable (i.e. not biased high or low) and also provide a measure of the analytical method’s accuracy (i.e. closeness of the result to a target value).
• Standard Reference Material (SRM): A material of similar matrix to the samples, externally certified for the parameter(s) listed. Standard Reference Materials ensure that the preparation steps in the method are adequate to achieve acceptable recoveries of the parameter(s) tested for.
Each QC type is analyzed at a 5-10% frequency, i.e. one blank/duplicate/spike for every 10 samples. For all types of QC, the specified recovery (% Rec) and relative percent difference (RPD) limits are derived from long-term method performance averages and/or prescribed by the reference method.
Reporting Spike Source % REC % RPD Analyte Result Limit Units Level Result % REC Limits % RPD Limit Notes
General Parameters, Batch K103623
Blank (K103623-BLK1) Prepared: Aug-29-11, Analyzed: Aug-29-11
Conductivity (EC) < 2 2 uS/cm
Blank (K103623-BLK2) Prepared: Aug-29-11, Analyzed: Aug-29-11
Conductivity (EC) < 2 2 uS/cm
LCS (K103623-BS3) Prepared: Aug-29-11, Analyzed: Aug-29-11
Conductivity (EC) 1400 2 uS/cm 1410 99 95-105
LCS (K103623-BS4) Prepared: Aug-29-11, Analyzed: Aug-29-11
Conductivity (EC) 1400 2 uS/cm 1410 100 95-105 Total Recoverable Metals by ICPMS, Batch R102701
Blank (R102701-BLK1) Prepared: Aug-30-11, Analyzed: Aug-31-11
Aluminum < 0.050 0.050 mg/L Antimony < 0.0010 0.0010 mg/L Arsenic < 0.0050 0.0050 mg/L Barium < 0.050 0.050 mg/L Beryllium < 0.0010 0.0010 mg/L Bismuth < 0.0010 0.0010 mg/L Boron < 0.040 0.040 mg/L Cadmium < 0.00010 0.00010 mg/L Calcium < 5.0 5.0 mg/L Chromium < 0.0050 0.0050 mg/L Cobalt < 0.00050 0.00050 mg/L Copper < 0.0020 0.0020 mg/L Iron < 0.10 0.10 mg/L Lead < 0.0010 0.0010 mg/L Lithium < 0.0010 0.0010 mg/L Magnesium < 0.10 0.10 mg/L Manganese < 0.0020 0.0020 mg/L Mercury < 0.00020 0.00020 mg/L Molybdenum < 0.0010 0.0010 mg/L Nickel < 0.0020 0.0020 mg/L Phosphorus < 0.20 0.20 mg/L Potassium < 0.20 0.20 mg/L Selenium < 0.0050 0.0050 mg/L Silicon < 5.0 5.0 mg/L Silver < 0.00050 0.00050 mg/L Sodium < 0.20 0.20 mg/L Strontium < 0.010 0.010 mg/L
CARO Analytical Services Page 6 of 10 QUALITY CONTROL DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1158 PROJECT Lillooet - Seton REPORTED Sep-01-11
Reporting Spike Source % REC % RPD Analyte Result Limit Units Level Result % REC Limits % RPD Limit Notes
Total Recoverable Metals by ICPMS, Batch R102701, Continued
Blank (R102701-BLK1), Continued Prepared: Aug-30-11, Analyzed: Aug-31-11
Tellurium < 0.0020 0.0020 mg/L Thallium < 0.00020 0.00020 mg/L Thorium < 0.0010 0.0010 mg/L Tin < 0.0020 0.0020 mg/L Titanium < 0.050 0.050 mg/L Uranium < 0.00020 0.00020 mg/L Vanadium < 0.010 0.010 mg/L Zinc < 0.040 0.040 mg/L Zirconium < 0.0010 0.0010 mg/L
Blank (R102701-BLK2) Prepared: Aug-30-11, Analyzed: Aug-31-11
Aluminum < 0.050 0.050 mg/L Antimony < 0.0010 0.0010 mg/L Arsenic < 0.0050 0.0050 mg/L Barium < 0.050 0.050 mg/L Beryllium < 0.0010 0.0010 mg/L Bismuth < 0.0010 0.0010 mg/L Boron < 0.040 0.040 mg/L Cadmium < 0.00010 0.00010 mg/L Calcium < 5.0 5.0 mg/L Chromium < 0.0050 0.0050 mg/L Cobalt < 0.00050 0.00050 mg/L Copper < 0.0020 0.0020 mg/L Iron < 0.10 0.10 mg/L Lead < 0.0010 0.0010 mg/L Lithium < 0.0010 0.0010 mg/L Magnesium < 0.10 0.10 mg/L Manganese < 0.0020 0.0020 mg/L Mercury < 0.00020 0.00020 mg/L Molybdenum < 0.0010 0.0010 mg/L Nickel < 0.0020 0.0020 mg/L Phosphorus < 0.20 0.20 mg/L Potassium < 0.20 0.20 mg/L Selenium < 0.0050 0.0050 mg/L Silicon < 5.0 5.0 mg/L Silver < 0.00050 0.00050 mg/L Sodium < 0.20 0.20 mg/L Strontium < 0.010 0.010 mg/L Tellurium < 0.0020 0.0020 mg/L Thallium < 0.00020 0.00020 mg/L Thorium < 0.0010 0.0010 mg/L Tin < 0.0020 0.0020 mg/L Titanium < 0.050 0.050 mg/L Uranium < 0.00020 0.00020 mg/L Vanadium < 0.010 0.010 mg/L Zinc < 0.040 0.040 mg/L Zirconium < 0.0010 0.0010 mg/L
Blank (R102701-BLK3) Prepared: Aug-30-11, Analyzed: Aug-31-11
Aluminum < 0.050 0.050 mg/L Antimony < 0.0010 0.0010 mg/L Arsenic < 0.0050 0.0050 mg/L Barium < 0.050 0.050 mg/L Beryllium < 0.0010 0.0010 mg/L Bismuth < 0.0010 0.0010 mg/L Boron < 0.040 0.040 mg/L Cadmium < 0.00010 0.00010 mg/L Calcium < 5.0 5.0 mg/L Chromium < 0.0050 0.0050 mg/L Cobalt < 0.00050 0.00050 mg/L Copper < 0.0020 0.0020 mg/L Iron < 0.10 0.10 mg/L Lead < 0.0010 0.0010 mg/L
CARO Analytical Services Page 7 of 10 QUALITY CONTROL DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1158 PROJECT Lillooet - Seton REPORTED Sep-01-11
Reporting Spike Source % REC % RPD Analyte Result Limit Units Level Result % REC Limits % RPD Limit Notes
Total Recoverable Metals by ICPMS, Batch R102701, Continued
Blank (R102701-BLK3), Continued Prepared: Aug-30-11, Analyzed: Aug-31-11
Lithium < 0.0010 0.0010 mg/L Magnesium < 0.10 0.10 mg/L Manganese < 0.0020 0.0020 mg/L Mercury < 0.00020 0.00020 mg/L Molybdenum < 0.0010 0.0010 mg/L Nickel < 0.0020 0.0020 mg/L Phosphorus < 0.20 0.20 mg/L Potassium < 0.20 0.20 mg/L Selenium < 0.0050 0.0050 mg/L Silicon < 5.0 5.0 mg/L Silver < 0.00050 0.00050 mg/L Sodium < 0.20 0.20 mg/L Strontium < 0.010 0.010 mg/L Tellurium < 0.0020 0.0020 mg/L Thallium < 0.00020 0.00020 mg/L Thorium < 0.0010 0.0010 mg/L Tin < 0.0020 0.0020 mg/L Titanium < 0.050 0.050 mg/L Uranium < 0.00020 0.00020 mg/L Vanadium < 0.010 0.010 mg/L Zinc < 0.040 0.040 mg/L Zirconium < 0.0010 0.0010 mg/L
Duplicate (R102701-DUP3) Source: K1H1158-02 Prepared: Aug-30-11, Analyzed: Aug-31-11
Aluminum < 0.050 0.050 mg/L < 0.050 30 Antimony < 0.0010 0.0010 mg/L < 0.0010 25 Arsenic < 0.0050 0.0050 mg/L < 0.0050 25 Barium < 0.050 0.050 mg/L < 0.050 30 Beryllium < 0.0010 0.0010 mg/L < 0.0010 30 Bismuth < 0.0010 0.0010 mg/L < 0.0010 30 Boron 0.058 0.040 mg/L 0.060 40 Cadmium < 0.00010 0.00010 mg/L < 0.00010 20 Calcium 45.6 5.0 mg/L 45.9 < 1 20 Chromium < 0.0050 0.0050 mg/L < 0.0050 25 Cobalt < 0.00050 0.00050 mg/L < 0.00050 20 Copper < 0.0020 0.0020 mg/L < 0.0020 30 Iron < 0.10 0.10 mg/L < 0.10 30 Lead < 0.0010 0.0010 mg/L < 0.0010 20 Lithium 0.0023 0.0010 mg/L 0.0022 30 Magnesium 10.6 0.10 mg/L 10.7 1 20 Manganese < 0.0020 0.0020 mg/L < 0.0020 20 Mercury < 0.00020 0.00020 mg/L < 0.00020 40 Molybdenum 0.0027 0.0010 mg/L 0.0022 20 Nickel < 0.0020 0.0020 mg/L < 0.0020 20 Phosphorus < 0.20 0.20 mg/L < 0.20 20 Potassium 2.02 0.20 mg/L 2.06 2 20 Selenium < 0.0050 0.0050 mg/L < 0.0050 30 Silicon < 5.0 5.0 mg/L < 5.0 40 Silver < 0.00050 0.00050 mg/L < 0.00050 30 Sodium 10.2 0.20 mg/L 10.4 1 20 Strontium 0.216 0.010 mg/L 0.216 < 1 20 Tellurium < 0.0020 0.0020 mg/L < 0.0020 30 Thallium < 0.00020 0.00020 mg/L < 0.00020 20 Thorium < 0.0010 0.0010 mg/L < 0.0010 30 Tin < 0.0020 0.0020 mg/L < 0.0020 40 Titanium < 0.050 0.050 mg/L < 0.050 30 Uranium 0.00041 0.00020 mg/L 0.00039 20 Vanadium < 0.010 0.010 mg/L < 0.010 20 Zinc < 0.040 0.040 mg/L < 0.040 20 Zirconium < 0.0010 0.0010 mg/L < 0.0010 40
Reference (R102701-SRM1) Prepared: Aug-30-11, Analyzed: Aug-31-11
Aluminum 0.312 0.050 mg/L 0.296 105 81-129
CARO Analytical Services Page 8 of 10 QUALITY CONTROL DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1158 PROJECT Lillooet - Seton REPORTED Sep-01-11
Reporting Spike Source % REC % RPD Analyte Result Limit Units Level Result % REC Limits % RPD Limit Notes
Total Recoverable Metals by ICPMS, Batch R102701, Continued
Reference (R102701-SRM1), Continued Prepared: Aug-30-11, Analyzed: Aug-31-11
Antimony 0.0517 0.0010 mg/L 0.0505 102 88-114 Arsenic 0.122 0.0050 mg/L 0.122 100 88-114 Barium 0.766 0.050 mg/L 0.777 99 72-104 Beryllium 0.0480 0.0010 mg/L 0.0488 98 76-131 Boron 3.23 0.040 mg/L 3.40 95 75-121 Cadmium 0.0476 0.00010 mg/L 0.0490 97 89-111 Calcium 10.2 5.0 mg/L 10.2 100 86-121 Chromium 0.241 0.0050 mg/L 0.242 100 89-114 Cobalt 0.0373 0.00050 mg/L 0.0366 102 91-113 Copper 0.503 0.0020 mg/L 0.487 103 91-115 Iron 0.48 0.10 mg/L 0.469 103 77-124 Lead 0.189 0.0010 mg/L 0.193 98 92-113 Lithium 0.412 0.0010 mg/L 0.390 106 85-115 Magnesium 3.37 0.10 mg/L 3.31 102 78-120 Manganese 0.108 0.0020 mg/L 0.109 99 90-114 Mercury 0.00499 0.00020 mg/L 0.00456 109 50-150 Molybdenum 0.192 0.0010 mg/L 0.197 98 90-111 Nickel 0.232 0.0020 mg/L 0.242 96 90-111 Phosphorus 0.26 0.20 mg/L 0.233 112 85-115 Potassium 6.19 0.20 mg/L 5.93 104 84-113 Selenium 0.118 0.0050 mg/L 0.115 103 85-115 Sodium 9.13 0.20 mg/L 7.64 119 82-123 Strontium 0.363 0.010 mg/L 0.363 100 88-112 Thallium 0.0735 0.00020 mg/L 0.0794 93 91-114 Uranium 0.0173 0.00020 mg/L 0.0192 90 85-120 Vanadium 0.362 0.010 mg/L 0.376 96 86-111 Zinc 2.40 0.040 mg/L 2.42 99 85-111
Reference (R102701-SRM2) Prepared: Aug-30-11, Analyzed: Aug-31-11
Aluminum 0.299 0.050 mg/L 0.296 101 81-129 Antimony 0.0485 0.0010 mg/L 0.0505 96 88-114 Arsenic 0.118 0.0050 mg/L 0.122 96 88-114 Barium 0.749 0.050 mg/L 0.777 96 72-104 Beryllium 0.0483 0.0010 mg/L 0.0488 99 76-131 Boron 3.20 0.040 mg/L 3.40 94 75-121 Cadmium 0.0465 0.00010 mg/L 0.0490 95 89-111 Calcium 10.1 5.0 mg/L 10.2 99 86-121 Chromium 0.246 0.0050 mg/L 0.242 102 89-114 Cobalt 0.0379 0.00050 mg/L 0.0366 103 91-113 Copper 0.517 0.0020 mg/L 0.487 106 91-115 Iron 0.49 0.10 mg/L 0.469 105 77-124 Lead 0.191 0.0010 mg/L 0.193 99 92-113 Lithium 0.415 0.0010 mg/L 0.390 106 85-115 Magnesium 3.47 0.10 mg/L 3.31 105 78-120 Manganese 0.108 0.0020 mg/L 0.109 99 90-114 Mercury 0.00502 0.00020 mg/L 0.00456 110 50-150 Molybdenum 0.190 0.0010 mg/L 0.197 97 90-111 Nickel 0.237 0.0020 mg/L 0.242 98 90-111 Phosphorus 0.21 0.20 mg/L 0.233 89 85-115 Potassium 6.09 0.20 mg/L 5.93 103 84-113 Selenium 0.106 0.0050 mg/L 0.115 92 85-115 Sodium 7.99 0.20 mg/L 7.64 105 82-123 Strontium 0.353 0.010 mg/L 0.363 97 88-112 Thallium 0.0741 0.00020 mg/L 0.0794 93 91-114 Uranium 0.0171 0.00020 mg/L 0.0192 89 85-120 Vanadium 0.369 0.010 mg/L 0.376 98 86-111 Zinc 2.42 0.040 mg/L 2.42 100 85-111
Reference (R102701-SRM3) Prepared: Aug-30-11, Analyzed: Aug-31-11
Aluminum 0.327 0.050 mg/L 0.296 110 81-129 Antimony 0.0504 0.0010 mg/L 0.0505 100 88-114 Arsenic 0.123 0.0050 mg/L 0.122 101 88-114 Barium 0.758 0.050 mg/L 0.777 98 72-104
CARO Analytical Services Page 9 of 10 QUALITY CONTROL DATA
CLIENT Western Water Associates Ltd WORK ORDER # K1H1158 PROJECT Lillooet - Seton REPORTED Sep-01-11
Reporting Spike Source % REC % RPD Analyte Result Limit Units Level Result % REC Limits % RPD Limit Notes
Total Recoverable Metals by ICPMS, Batch R102701, Continued
Reference (R102701-SRM3), Continued Prepared: Aug-30-11, Analyzed: Aug-31-11
Beryllium 0.0503 0.0010 mg/L 0.0488 103 76-131 Boron 3.29 0.040 mg/L 3.40 97 75-121 Cadmium 0.0479 0.00010 mg/L 0.0490 98 89-111 Calcium 10.4 5.0 mg/L 10.2 102 86-121 Chromium 0.246 0.0050 mg/L 0.242 102 89-114 Cobalt 0.0380 0.00050 mg/L 0.0366 104 91-113 Copper 0.519 0.0020 mg/L 0.487 107 91-115 Iron 0.49 0.10 mg/L 0.469 104 77-124 Lead 0.195 0.0010 mg/L 0.193 101 92-113 Lithium 0.428 0.0010 mg/L 0.390 110 85-115 Magnesium 3.46 0.10 mg/L 3.31 104 78-120 Manganese 0.109 0.0020 mg/L 0.109 100 90-114 Mercury 0.00529 0.00020 mg/L 0.00456 116 50-150 Molybdenum 0.194 0.0010 mg/L 0.197 98 90-111 Nickel 0.241 0.0020 mg/L 0.242 100 90-111 Phosphorus 0.25 0.20 mg/L 0.233 108 85-115 Potassium 6.05 0.20 mg/L 5.93 102 84-113 Selenium 0.112 0.0050 mg/L 0.115 98 85-115 Sodium 7.82 0.20 mg/L 7.64 102 82-123 Strontium 0.356 0.010 mg/L 0.363 98 88-112 Thallium 0.0750 0.00020 mg/L 0.0794 94 91-114 Uranium 0.0179 0.00020 mg/L 0.0192 93 85-120 Vanadium 0.370 0.010 mg/L 0.376 98 86-111 Zinc 2.45 0.040 mg/L 2.42 101 85-111
CARO Analytical Services Page 10 of 10 1008 Allowance Ave. SE, Hyperion Research Ltd. Medicine Hat, AB T1A 3G8 Tel: (403) 529-0847 Toll Free: (888) 529-0847 Fax: (403) 529-0852 Email: [email protected] Principal Scientist: Peter M. Wallis, Ph.D. MICROSCOPIC PARTICULATE ANALYSIS REPORT SHEET (GUDI)
CLIENT: Ryan Rhodes Date of Sample: 24-Aug-11 Western Water Associates Ltd. Sample Location: Lillooet Well #1 32 - 10051 Hwy 97N Type: Raw Lake Country, BC Volume Filtered (L): 127 V4V 1P6 Temperature (o C): 10.1 pH: 7.9 TELEPHONE: (250) 766-1030 Conductivity: 354 FAX:
The methodology used to generate this report conforms to the USEPA Consensus Method for the Microscopic Particulate Analysis. Based on the validation data, the method is fit for its intended use. Hyperion Research Ltd. is accredited for this analysis by CALA under the ISO/IEC 17025:2005 standard.
Sample Processing Information Final Pellet Vol. (μL): 20.0 Date Received Time Received Customer # Temp. on Arrival ( o C) Lab ID Density Medium Sediment (mL) 26-Aug-11 0950 194 6.9 51270 0.10 Total Wash (mL) Concentrated (mL) G/C Volume (µL) MPA Volume (µL) Suspension Vol. (µL) Equiv. Vol. (L) 1200 1200 100 100 100 127
GIARDIA and CRYPTOSPORIDIUM RESULTS Giardia cysts/100 L: 0.00 Cryptosporidium oocysts/100 L: 0.00 PARTICULATE ANALYSIS RESULTS Primary Total #/380 L Relative Secondary Total #/380 L Particulates Count (100 US gal.) Risk Factor Particulates Count (100 US gal.) Diatoms: 0 0.00 NS Pollen 0 0.0 Other Algae: 0 0.00 NS Nematodes 0 0.0 Insect/larvae: 0 0.00 NS Crustacea 0 0 Amoebae 0 0 Rotifers: 0 0.00 NS Ciliates/flagellates 0 0 Plant Debris: 0 0.00 NS Other 0 0 Large Debris none Relative Risk Factors: EH - extremely heavy Fine Debris silica, iron M - moderate H - heavy Minerals clay R - Rare NS - not significant
CONCLUSION: Based on this sample, the risk of surface water contamination is judged to be low and the risk factor is 0
Additional Data: Aerobic spore analysis: Lillooet Well 1 - 0/L. Seton River 1 - 0/L. From the EPA Consensus Method: Recovery efficiencies for particles are known to be Analyst: low by this method but are compensated for by filtering a large volume of water. Minimum Risk of Surface Water Contamination recovery was measured to be 6.5 +/-1.2% for 20+ - high risk Giardia cysts, 0.5 +/-0.2% for Cryptosporidium 10 to 19 - moderate risk oocysts and 4.2 +/-2.3% for Euglena (algae). Peter M. Wallis, Ph.D. Despite the low recovery, the method reliably 0 to 9 - low risk detected as few as 1 cell/L of groundwater in validation trials with no false positives. Effective Date: 27/05/2006 Version #: 1.1 Revision Date: 02/01/2007 Document #: HR0013 Note: These results pertain to this sample only. Page 1 of 1 1008 Allowance Ave. SE, Hyperion Research Ltd. Medicine Hat, AB T1A 3G8 Tel: (403) 529-0847 Toll Free: (888) 529-0847 Fax: (403) 529-0852 Email: [email protected] Principal Scientist: Peter M. Wallis, Ph.D. MICROSCOPIC PARTICULATE ANALYSIS REPORT SHEET (GUDI)
CLIENT: Ryan Rhodes Date of Sample: 26-Aug-11 Western Water Associates Ltd. Sample Location: Seton Well #2 32 - 10051 Hwy 97N Type: Raw Lake Country, BC Volume Filtered (L): 127 V4V 1P6 Temperature (o C): 10.2 pH: 8.1 TELEPHONE: (250) 766-1030 Conductivity: 328 FAX:
The methodology used to generate this report conforms to the USEPA Consensus Method for the Microscopic Particulate Analysis. Based on the validation data, the method is fit for its intended use. Hyperion Research Ltd. is accredited for this analysis by CALA under the ISO/IEC 17025:2005 standard.
Sample Processing Information Final Pellet Vol. (μL): 20.0 Date Received Time Received Customer # Temp. on Arrival ( o C) Lab ID Density Medium Sediment (mL) 30-Aug-11 1012 194 19.7 51271 0.10 Total Wash (mL) Concentrated (mL) G/C Volume (µL) MPA Volume (µL) Suspension Vol. (µL) Equiv. Vol. (L) 1200 1200 100 100 100 127
GIARDIA and CRYPTOSPORIDIUM RESULTS Giardia cysts/100 L: 0.00 Cryptosporidium oocysts/100 L: 0.00 PARTICULATE ANALYSIS RESULTS Primary Total #/380 L Relative Secondary Total #/380 L Particulates Count (100 US gal.) Risk Factor Particulates Count (100 US gal.) Diatoms: 0 0.00 NS Pollen 2 6.0 Other Algae: 0 0.00 NS Nematodes 0 0.0 Insect/larvae: 0 0.00 NS Crustacea 0 0 Amoebae 0 0 Rotifers: 0 0.00 NS Ciliates/flagellates 0 0 Plant Debris: 1 2.99 R Other 0 0 Large Debris none Relative Risk Factors: EH - extremely heavy Fine Debris iron, clay M - moderate H - heavy Minerals silica R - Rare NS - not significant
CONCLUSION: Based on this sample, the risk of surface water contamination is judged to be low and the risk factor is 0
Additional Data: Aerobic spore analysis: Seton Well 2 - 158/L. Seton River 2 - 41/L. From the EPA Consensus Method: Recovery efficiencies for particles are known to be Analyst: low by this method but are compensated for by filtering a large volume of water. Minimum Risk of Surface Water Contamination recovery was measured to be 6.5 +/-1.2% for 20+ - high risk Giardia cysts, 0.5 +/-0.2% for Cryptosporidium 10 to 19 - moderate risk oocysts and 4.2 +/-2.3% for Euglena (algae). Peter M. Wallis, Ph.D. Despite the low recovery, the method reliably 0 to 9 - low risk detected as few as 1 cell/L of groundwater in validation trials with no false positives. Effective Date: 27/05/2006 Version #: 1.1 Revision Date: 02/01/2007 Document #: HR0013 Note: These results pertain to this sample only. Page 1 of 1
APPENDIX C
“Water Treatment Facility Lillooet, BC Geotechnical Investigation Report” by Westrek Geotechnical Services Ltd., dated January 14, 2012
WATER TREATMENT FACILITY LILLOOET, BC GEOTECHNICAL INVESTIGATION REPORT
Prepared for: TRUE Consulting 201‐ 2079 Falcon Road Kamloops, BC V2C 4J2
January 14, 2012 File No: 011‐116
Westrek Geotechnical Services Ltd. 614 Douglas Street, Kamloops, BC V2C 3C5 Telephone: (250) 434‐6656 Fax: (778) 471‐5899 www.westrekgeotech.com WATER TREATMENT FACILITY, LILLOOET, BC GEOTECHNICAL INVESTIGATION REPORT
1. Introduction and Scope. As requested by the TRUE Consulting (TRUE) on behalf of the District of Lillooet (the District), Westrek Geotechnical Services Ltd. (Westrek) carried out a geotechnical investigation for the proposed water treatment facility located on the Cayoosh Park Campground property in Lillooet, BC. The purpose of the investigation was to determine the subsurface conditions at the building site and to provide geotechnical engineering recommendations for the design of its foundations and related matters. The proposed scope was provided to TRUE in an electronic message on September 26th 2011 and was authorized on September 30th by TRUE. TRUE provided preliminary site layout drawings for the field investigation and the building corners were staked for the field work. Follow‐ up drawings showing the site plan and architectural details (534‐281‐P1 and A4, dated September 2011) were subsequently provided. Minor changes to the building location were made subsequent to the field investigation. The services provided by Westrek are subject to the terms and conditions set out in the Interpretation and Use of Study and Report and Limitations of Liability, which is attached in Appendix A and incorporated herein by reference. This investigation did not include an environmental site assessment to determine if pollutants are present on the property.
2. Site and Project Description. The proposed building will be situated in the southwest corner of Remainder Lot A Plan 36923, which is currently owned by the District and used as a campground [see Figure 1, Appendix B]. The site was flat and entirely grass covered with isolated trees and shrubs. Several small park buildings and playground structures were present in the area, and the campground had an underground irrigation system. The building site is bordered on the west side by Highway 99, which is elevated above the campground on a 5 m high embankment. The south side is bordered by the campground access road which descends from Highway 99. The conceptual building layout is shown on Figure 2 in Appendix B. The site lies on the north margin of the Seton Lake floodplain at elevation 197.5 to 198 m. TRUE indicated the exterior grade for the building will be raised to elevation 199.15 m to bring the first floor above the 200 year design flood elevation for the site. The new building will measure 12.8 by 22.8 m. The ground floor will house the pumps, piping, warehouse, offices and control rooms in the upper floor. An overhead crane to lift pumps is also proposed. The chlorine contact chamber(s) will extend to a depth of 3.5 m below design site grade, or elevation 195.65 m. It is understood that the chambers will be designed as a monolithic slab that is structurally incorporated into the walls. A future expansion of the facility is planned on the north side of the structure. The building will be accessed from the existing campground road. A small parking area will be built on the east side. The road will also be extended to the campground access road to create a looped access.
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3. Methodology. A Mobile B61 drill rig equipped with hollow and solid stem auger equipment was mobilized to the site on October 4th 2011. The boreholes could only be advanced to a depth range of 1.5 to 4 m due to the presence of boulder or cobble layers. Standard Penetration Testing (SPT) was attempted but only one test was successfully completed. The drill program was abandoned and an excavator brought to the site on October 8th 2011. Two deep test pits were dug adjacent to the structure: one test pit was excavated on the south side of the building and one on the north side of the future building expansion. The test pit locations are shown on Figure 2. The test pits were excavated with a Caterpillar 322 BL tracked excavator equipped with a toothed bucket. The surficial layers were logged and visually classified by Westrek and representative samples obtained for further examination and analysis. Soil density was inferred from observing the excavation progress. The conditions encountered in the test pit are provided on the attached logs in Appendix B and are summarized below. A 25 mm diameter standpipe was installed in each test pit when the excavation was finished. The test pit was backfilled and compacted with the backhoe bucket, and the area was re‐graded when completed. The standpipe was read prior to leaving the site and follow‐up readings were made on November 10th and 25th 2011. The November 10 readings were uncertain because of darkness. The surface elevation of the test pit was surveyed with a construction level relative to the lid of an existing septic tank located to the east of the proposed building. TRUE reported the lid elevation to be 197.926 m.
4. Subsurface Conditions. The following is a summary of the subsurface conditions encountered in the test pits. A thin layer of silty sand and organic topsoil was encountered in both test pits. The thickness of the topsoil was 0.25 and 0.3 m. Below the topsoil in both tests pits was a thick layer of gravel with some sand, no silt and varying amounts of cobbles and boulders. The deposit was weakly stratified and isolated layers of boulders and occasional pockets of clean sand were also present. The gravel particles were rounded to sub‐ rounded and somewhat platy with a mixed lithology and showed strong imbrication1. The one SPT yielded an N‐value of 28 which, accounting for oversize, was interpreted to be loose to compact. The gravel was damp near the surface but its moisture content increased with depth. In TP‐2 (below the future expansion) the gravel layer was underlain by silty sand at a depth of 4.7 m. The layer was not penetrated due to reach of the excavator (4.9 m). The sand was fully saturated and was interpreted to be loose.
1 A sedimentary structure where by flattened particles are sorted by flowing water into sloped, stacked and overlapped accumulations that face upstream.
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Groundwater was encountered within the gravel layer in both test pits during excavation. The water levels in the standpipes were checked on October 8th, November 10th (TP‐2 only) and November 25th 2011. The results are summarized in the following table. The water levels have not been correlated with the level of the Seton River.
DEPTH TO GROUNDWATER (elevation) Date Remarks TP‐1 (elev. 197.89 m) TP‐2 (elev. 197.43 m) October 8th 2011 4.35 m (193.54 m) 4.57 (192.86 m) At completion. November 10th 2011 * 4.51 (192.92 m) * Too dark to read tape. November 25th 2011 4.19 m (193.70 m) 4.56 (192.87 m)
5. Discussion and Recommendations.
5.1 General Geotechnical Considerations. A subsurface investigation is a limited sampling of a site; therefore there is a degree of uncertainty inherent with geotechnical investigations. Fluvial / alluvial deposits are particularly variable, even over short distances. Westrek does not represent or warrant that the reported subsurface conditions are consistent throughout the site and users of this information must recognize that variations may exist. Where subsequent observations indicate the subsurface conditions are different from that described in this report, the user should contact Westrek to review the conclusions and recommendations. This may require additional investigation or lead to additional engineering to meet the project objectives. The investigation indicated that generally clean gravel deposits can be expected at the proposed building site. Conventional shallow strip and spread footings placed on the gravel deposits will be suitable for the perimeter footings. Site preparation and foundation design parameters are provided in Sections 5.2 and 5.3. Groundwater levels at this site are likely to be directly affected by, and may rapidly respond to, the level of the Seton River and possibly the Fraser River, since the confluence of the two rivers is only 300 m to the northeast. The level in the Seton River may also be affected by the hydroelectric operations. Depending on the construction timing groundwater may be encountered in excavations, so continued monitoring of the levels in the standpipes is recommended as the river rises. If groundwater is encountered in the excavation then the contractor will have to control it, which could be a significant expense as the gravel is highly permeable. Groundwater levels may also have to be considered in the design of the chlorine contact chambers, as there could be significant uplift pressure due to buoyancy if the chlorine contact chambers are emptied at the same time the Seton River floods.
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5.2 Excavation Slopes. The gravel is imbricated and consequently some temporary excavation sides will not stand at the maximum excavation slopes specified by Work Safe BC. Ravelling should also be expected as the gravel deposit dries or is subject to vibration. The contractor should plan open excavations with side slopes that do not exceed 67% (1½H:1V). In addition, any obvious loose cobbles and boulders that protrude in the temporary slopes should be scaled, or the workers must otherwise be protected from cobbles or boulders that could detach and roll down the excavation slope and endanger workers. Mesh, plastic or other suitable material should be securely draped over the excavation slopes and periodic scaling may also be required while the excavation remains open.
5.3 Foundation Preparation. The topsoil must be stripped from the building perimeter and the grubbed material stockpiled separately to avoid contaminating the underlying gravel deposits with organic material, sod, old irrigation pipes or other refuse that may be present. Archaeological / heritage values and constraints should be established with the contractor prior to stripping. Conditions at the chlorine contact chamber slab elevation are expected to be gravel with varying cobbles and boulder content. Given the design first floor elevation it is possible that the perimeter footing elevations may lie above the stripped / undisturbed gravel deposit. In this case an engineered fill can be used to support the footings as an alternative to lowering the footing elevation. Engineered fill can consist of the local gravel materials provided that any organic or other refuse are removed. Engineered fill should be placed in thin horizontal lifts compatible with the compaction equipment, which is typically 150 to 300 mm. The engineered fill must extend outside the footing perimeter a distance equal to the thickness of the fill below the footing. The engineered fill must be compacted to 100% Standard Proctor maximum dry density (SPD) as determined using ASTM D698. Field density testing is required on each lift to confirm that the compaction specification is being achieved prior to subsequent lifts being placed. Although fill was not encountered in the test pits, it is possible that previous earthworks have occurred on this property. The excavation base that will support footings or slabs should be reviewed by a geotechnical professional to ensure that no fill areas are left in place. To avoid cobbles and boulders protruding into footings or the chlorine contact chamber structural slab, the gravel deposit should be covered with a 150 mm thick base layer consisting of 25 mm crushed gravel. This will provide a consistent bearing surface and facilitate formwork construction. The crushed gravel layer should be compacted to 100% SPD.
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5.4 Foundation Design and Construction. The gravel soils at the site are not frost susceptible but exterior footings should have a minimum burial depth of 0.9 m for bearing pressure considerations. Using working stress design rationale, strip (perimeter) footings placed on the approved gravel deposits (covered with a thin crushed gravel layer) can be designed based on the preliminary values shown in the following table.
ALLOWABLE BEARING PRESSURES (Qall, kPa) FOR PRELIMINARY DESIGN (Working Stress Design) Footing width Depth of footing (m) (m) 0.9 3.5 0.6 135 420 0.8 145 430 1.2 170 450 At the above design pressures and footing widths, total and differential settlement should be limited to less than 25 and 20 mm, respectively. Alternatively, the following soil bearing pressures can be used for limit states design methods, based on a geotechnical load resistance factor (Φ) of 0.5 at the ultimate limit state.
FACTORED BEARING RESISTANCE (Qall, kPa) FOR PRELIMINARY DESIGN (Limit States Design) Footing width Depth of footing (m) (m) 0.9 3.5 0.6 200 630 0.8 220 650 1.2 255 680
Once the footing depths and approximate footing widths are determined, the allowable bearing pressure can be refined if necessary. Bearing resistance is not expected to be the limiting criteria for the chlorine contact chamber slab at a 3.5 m depth. However, this slab can be designed for a factored bearing resistance up to 680 kPa provided the slab is sufficiently reinforced to act as a single footing. The National Building Code requires building design to consider earthquake loading for a return period of 2% probability of exceedance in 50 years, or 1:2475 per annum. The following data was obtained from Natural Resources Canada for this site. The full data sheet is attached in Appendix B. SEISMIC HAZARD DATA National Building Code Ground Motions 2% probability of exceedance in 50 years (1:2475 per annum) Sa(0.2) Sa(0.5) Sa(1.0) Sa(2.0) PGA (g) 0.600 0.436 0.256 0.142 0.267
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Based on the limited testing completed during the borehole investigation, this site is classified as Site Class ‘D’ using the 2005 National Building Code guidelines. The granular soils below the building area are not considered liquefiable.
5.4 Floor Slabs. Most of the material excavated for the building should be suitable for backfill below the floor slab. Any deleterious material such as organic material, refuse, cobbles exceeding 150 mm, and saturated or contaminated material must be separated from the excavated material and disposed of appropriately. If backfill below the floor slab is needed it should be placed in 300 mm thick horizontal lifts and each lift compacted to 98% SPD. Concrete floor slabs should be supported on a 150 mm thick base layer comprised of 25 mm minus crushed gravel. The base course should be compacted to 100% SPD. Since the site is on a floodplain and highly permeable gravel surrounds the foundation, any floor slab that is below the exterior grade that requires protection from moisture ingress will have to be water‐ proofed. Perimeter foundation drains will not function without a de‐watering system.
5.5 Exterior Wall Backfill and Earth Pressures. The excavated gravel will be usable as wall backfill. Any deleterious material such as organic material, refuse, cobbles exceeding 150 mm, and saturated or contaminated material must be separated from the excavated material and disposed of appropriately. Other than areas proposed to support vehicle loads or slabs, exterior wall backfill should be placed in lifts and nominally compacted (i.e. to 90% SPD). The final surface should be graded away from the structure to minimize future drainage issues.
Walls backfilled in this manner can be designed based on an active earth pressure coefficient (KA) of 3 3 0.3 and a soil unit weight of 22.4 kN/m , which is an equivalent fluid pressure (KA * γbulk) of 6.5 kN/m (unfactored). Foundation walls that are pinned or otherwise restrained at the top would be designed using an “at‐rest” earth pressure coefficient (KO) of 0.5. The earth pressure distribution would be triangular with the resultant acting at one‐third (⅓) the height measured from the bottom of the wall. Other external loading or surcharge pressures including those locked in by compaction would be in addition to this loading. Under earthquake conditions, the lateral earth pressures would increase by an equivalent fluid pressure of 10 kN/m3 (unfactored, as determined using the Mononabe‐Okabe equation which yields
KAE = 0.48). The seismic portion of the earth pressure (i.e. that portion greater than the static earth pressure) would have a roughly parabolic distribution with the resultant acting at 0.6 times the height above the base of the wall. The walls and slabs of the chlorine contact chamber should be designed to withstand or counteract the imbalanced fluid pressures that will result if the chamber is drained and the site is flooded. Buoyancy effects from a completely drained chamber when the Seton River is under full flood may have to be considered.
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5.6 Access Road, Parking Area, and Service Trench Backfill. All organic and any uncontrolled fill should be removed from beneath the access road and parking area. Following stripping the access road and parking area should be compacted and proof‐rolled to determine if any loose areas have been left in place. Backfill below slabs, driveways and parking areas should be placed in 300 mm thick horizontal lifts and compacted to 95% SPD. The access road and parking area should be capped with a 200 mm thick base course layer of 25 mm crushed gravel. The base layer should be compacted to 100% SPD. Services should have a minimum burial depth of 1.8 m for frost protection. For areas with turf that are without vehicle traffic (where snow is allowed to accumulate) the cover can be reduced to 1.4 m.
5.6 Construction Review. During foundation construction the following geotechnical supervision is recommended. • The base of excavations for building footings or engineered fill should be reviewed by a geotechnical engineer. • Excavation slopes not conforming to the above recommendations or to WorkSafe BC regulations must be designed by a professional engineer. • Compaction testing is recommended for the base course below the tank and floor slabs. • Compaction testing is recommended during the backfilling of any service trenches expected to have traffic, including the access road and parking areas.
6. Closure. This report has been prepared for use by TRUE, the District and their agents for the purposes of designing and constructing the foundation for the new water treatment facility. No other party may rely upon this report without the expressed written permission of Westrek.
Westrek Geotechnical Services Ltd.
Per: Reviewed: Kevin Turner PEng Eric McQuarrie PEng Geotechnical Engineer Geotechnical Engineer
Appendix A Interpretation and Use of Study and Report and Limitations of Liability Appendix B Figure 1 ‐ Site Location Map Figure 2 ‐ Site Plan (excerpt) Test Pit Logs Seismic Hazard Analysis
January 14, 2012 Page 7 of 7 File No. 011‐116
APPENDIX A
Appendix A Interpretation and Use of Study and Report and Limitations
should be aware of this possibility and understand that the Report 1. STANDARD OF CARE. only presents the conditions at the sampled points at the time of This study and Report have been prepared in accordance with generally sampling. Where special concerns exist, or the Client has special accepted engineering and geoscience practices. No other warranty, considerations or requirements, the Client should disclose them so expressed or implied, is made. Geological and geotechnical studies and that additional or special investigations may be undertaken which reports do not include environmental consulting unless specifically stated would not otherwise be within the scope of investigations made for in the report. the purposes of the Report. 2. COMPLETE REPORT. (ii) Reliance on Provided information: The evaluation and conclusions All documents, records, data and files, whether electronic or otherwise, contained in the Report have been prepared on the basis of generated as part of this assignment are a part of the Report which is of a conditions in evidence at the time of site inspections and on the summary nature and is not intended to stand alone without reference to the basis of information provided to us. We have relied in good faith instructions given to us by the Client, communications between us and the upon representations, information and instructions provided by the Client, and to any other reports, writings, proposals or documents Client and others concerning the site. Accordingly, we cannot prepared by us for the Client relative to the specific site described herein, accept responsibility for any deficiency, misstatement or inaccuracy all of which constitute the Report. contained in the report as a result of misstatements, omissions, misrepresentations or fraudulent acts of persons provided IN ORDER TO UNDERSTAND THE SUGGESTIONS, information. RECOMMENDATIONS AND OPINIONS EXPRESSED HEREIN, REFERENCE MUST BE MADE TO THE WHOLE OF THE REPORT. (iii) To avoid misunderstandings, Westrek should be retained to work WE CANNOT BE RESPONSIBLE FOR USE BY ANY PARTY OF with the other design professionals to explain relevant geotechnical PORTIONS OF THE REPORT WITHOUT REFERENCE TO THE findings and to review the adequacy of their plans and WHOLE REPORT. specifications relative to engineering issues. Further, Westrek should be retained to provide field reviews during the construction, 3. BASIS OF THE REPORT. consistent with generally accepted practices. The Report has been prepared for the specific site, development, design objectives and purpose that were described to us by the Client. The 6. LIMITATIONS OF LIABILITY. applicability and reliability of any of the findings, recommendations, (i) In recognition of the relative risks and benefits of the study and suggestions, or opinions expressed in the document are only valid to the report to be provided to the Client by Westrek, the risks have been extent that there has been no material alteration to or variation from any of allocated such that the Client agrees, to the fullest extent permitted the said descriptions provided to us unless we are specifically requested by law, to limit the liability of Westrek, its officers, directors, by the Client to review and revise the Report in light of such alteration or partners, employees, shareholders, owners, sub-consultants and variation. principals for any and all claims, losses, costs, damages of any 4. USE OF THE REPORT. nature whatsoever or claims expenses from any cause or causes, whether arising in contract or tort, including legal fees and costs and The information and opinions expressed in the Report, or any document disbursements, so that the total aggregate liability of Westrek, its forming the Report, are for the sole benefit of the Client. NO OTHER officers, directors, partners, employees, shareholders, owners, sub- PARTY MAY USE OR RELY UPON THE REPORT OR ANY consultants and principals shall not exceed the limits of Westrek’s PORTION THEREOF WITHOUT OUR WRITTEN CONSENT. WE insurance for services rendered for this matter. It is intended that WILL CONSENT TO ANY REASONABLE REQUEST BY THE this limitation will apply to any and all liability or cause of action CLIENT TO APPROVE THE USE OF THIS REPORT BY OTHER however alleged or arising, unless otherwise prohibited by law. PARTIES AS “APPROVED USERS”. The contents of the Report remain Notwithstanding the foregoing, it is expressly agreed that there shall our copyright property and we authorise only the Client and Approved be no claim whatsoever against Westrek, its officers, directors, Users to make copies of the Report only in such quantities as are partners, employees, shareholders, owners, sub-consultants and reasonably necessary for the use of the Report by those parties. The Client principals for loss of income, profit or other consequential damages and Approved Users may not give, lend, sell or otherwise make the Report howsoever arising. or any portion thereof, available to any party without our written permission. Any uses, which a third party makes of the Report, or any (ii) Westrek is not responsible for any errors, omissions, mistakes or portion of the Report, are the sole responsibility of such third parties. inaccuracies contained in information provided by the Client, Westrek accepts no responsibility for damages suffered by any third party including but not limited to the location of underground or buried resulting from unauthorised use of the Report. services, and with respect to such information, Westrek may rely on it without having to verify or test that information. Further, Westrek 5. INTERPRETATION OF THE REPORT. is not responsible for any errors or omissions committed by persons, (i) Nature and Exactness of Soil and Contaminant Description: consultants or specialists retained directly by the Client and with Classification and identification of soils, rocks, geological units, and respect to any information, documents or opinions provided by such engineering estimates have been based on investigations performed persons, consultants or specialists, Westrek may rely on such in accordance with the standards set out in Paragraph 1. information, documents or opinions without having to verify or test Classification and identification of these factors are judgmental in the same. nature and even comprehensive sampling and testing programs, implemented with the appropriate equipment by experienced (iii) Notwithstanding the provisions of the Limitations Act, R.S.B.C. personnel, may fail to locate some conditions. All investigations 1996 c. 266, Westrek’s liability for any and all claims of the utilising the standards of Paragraph 1 will involve an inherent risk Client shall absolutely cease to exist after a period of two (2) years that some conditions will not be detected and all documents or following the date of: records summarising such investigations will be based on (a) Substantial performance of the services, assumptions of what exists between the actual points sampled. (b) suspension or abandonment of the agreement to provide Actual conditions may vary significantly between the points the services to be provided under this agreement, or investigated and all persons making use of such documents or (c) termination of Westrek’s services under the agreement, records should be aware of, and accept, this risk. Some conditions are subject to change over time and those making use of the Report whichever shall occur first, and following such period, the Client shall have no claim whatsoever against Westrek.
Page 1 of 1
APPENDIX B
SITE LOCATION
Scale: NTS SITE LOCATION MAP North as shown. FIGURE 1
Source: Google Earth ® Image date 2006 Project: 011‐116
N
Scale: 1:500 TEST PIT LOCATION MAP North as shown FIGURE 2
Source: TRUE drawing 534‐281‐P1, October 2011 Project: 011‐116
TEST PIT LOG District of Lillooet Water Treatment Facility Lillooet, BC
Location: West end of building, near campground access road Approximate co‐ordinates: 10 U 575380E 5614840N Date: October 8, 2011
TP‐1 Elevation (surveyed): 197.89 m Dug with: Cat 322 excavator, toothed bucket Logged by: kpturner
DEPTH [Elevation] DESCRIPTION SAMPLES & TESTING 0.0 to 0.3 m TOPSOIL – SOD, SILT and SAND (fine to medium [197.9 ‐ 197.6 m] grained); very loose; damp; dark brown. ... roots throughout. 0.3 to 4.7 m GRAVEL (rounded with abundant platy clasts, [197.6 ‐ 193.2 m] imbricated), some sand, trace cobbles (to 250 mm size), clean; loose; damp becoming moist, dark grey. … stratified in layers, some are sandier, some pure gravel ... bouldery below 1.8 m [196.1 m], maximum size about 0.4 m intermediate axis. ... groundwater entering below 4.6 m
End of test pit TP‐1 at 4.7 m in GRAVEL layer. Maximum practical reach. 25 mm diameter PVC standpipe installed to 4.6 m (elev. 193.3 m) • October 8, 2011: water level at 4.35 m below ground [elev. 193.55 m]. • November 25, 2011: water level at 4.19 m below ground [elev. 193.71 m].
TEST PIT LOG District of Lillooet Water Treatment Facility Lillooet, BC
Location: West end of building, near campground access road Approximate co‐ordinates: 10 U 575410E 5614875N Date: October 8, 2011
TP‐2 Elevation (surveyed): 197.45 m Dug with: Cat 322 excavator, toothed bucket Logged by: kpturner
DEPTH [Elevation] DESCRIPTION SAMPLES & TESTING 0.0 to 0.25 m TOPSOIL – SOD, SILT and SAND (fine to medium [197.45 ‐ 197.15 m] grained); very loose; damp; dark brown. ... roots throughout. 0.25 to 4.7 m GRAVEL (rounded with abundant platy clasts, [197.65 ‐ 193.2 m] imbricated), some sand, some cobbles (to 250 mm size), clean; loose; damp becoming moist, dark grey. … stratified in layers, some are sandier, some pure gravel ... cobbly and occasional boulders below 1.8 m [195.65 m], maximum size about 0.4 m intermediate axis. ... becomes coarse gravel, some sand at 2.9 m [elev. 194.55 m], loose. ... groundwater entering below 4.6 m 4.7 to 4.9 m SAND (fine to medium grained), silty, loose, Sa. @ 4.7 to 4.8 m [193.2 ‐ 193.0 m] grey, wet. End of test pit TP‐1 at 4.7 m in SAND layer. Maximum practical reach. 25 mm diameter PVC standpipe installed to 4.8 m (elev. 192.65 m) • October 8, 2011: water level at 4.57 m below ground [elev. 193.55 m]. • November 10, 2011: water level at 4.51 m below ground [elev. 193.55 m]. • November 25, 2011: water level at 4.56 m below ground [elev. 193.71 m].
2010 National Building Code Seismic Hazard Calculation INFORMATION: Eastern Canada English (613) 995-5548 franc¸ais (613) 995-0600 Facsimile (613) 992-8836 Western Canada English (250) 363-6500 Facsimile (250) 363-6565
Requested by: Kevin Turner PEng, Westrek Geotechnical Services Ltd. December 19, 2011 Site Coordinates: 50.6806 North 121.9328 West User File Reference: Lillooet
National Building Code ground motions: 2% probability of exceedance in 50 years (0.000404 per annum) Sa(0.2) Sa(0.5) Sa(1.0) Sa(2.0) PGA (g) 0.600 0.436 0.256 0.142 0.267 Notes. Spectral and peak hazard values are determined for firm ground (NBCC 2010 soil class C - average shear wave velocity 360-750 m/s). Median (50th percentile) values are given in units of g. 5% damped spectral acceleration (Sa(T), where T is the period in seconds) and peak ground acceleration (PGA) values are tabulated. Only 2 significant figures are to be used. These values have been interpolated from a 10 km spaced grid of points. Depending on the gradient of the nearby points, values at this location calculated directly from the hazard program may vary. More than 95 percent of interpolated values are within 2 percent of the calculated values.
Ground motions for other probabilities: Probability of exceedance per annum 0.010 0.0021 0.001 Probability of exceedance in 50 years 40% 10% 5% Sa(0.2) 0.119 0.285 0.405 Sa(0.5) 0.083 0.199 0.287 Sa(1.0) 0.046 0.114 0.166 Sa(2.0) 0.026 0.064 0.093 PGA 0.061 0.136 0.187
References
National Building Code of Canada 2010 NRCC no. 53301; sections 4.1.8, 9.20.1.2, 9.23.10.2, 9.31.6.2, and 6.2.1.3 Appendix C: Climatic Information for Building 51˚N Design in Canada - table in Appendix C starting on page C-11 of Division B, volume 2
User’s Guide - NBC 2010, Structural Commentaries NRCC no. 53543 (in preparation) Commentary J: Design for Seismic Effects
Geological Survey of Canada Open File xxxx Fourth generation seismic hazard maps of Canada: Maps and grid values to be used with the 2010 50.5˚N National Building Code of Canada (in preparation) km See the websites www.EarthquakesCanada.ca and www.nationalcodes.ca for more information 0 10 20 30
Aussi disponible en franc¸ais 122.5˚W 122˚W 121.5˚W
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