Savona Water Master Plan
Thompson Nicola Regional District
April 2018
Project No. 379-491
201-2079 Falcon Rd | Kamloops BC | V2C 4J2 | www.true.bc.ca | tel 250.828.0881 | fax 250.828.0717 Distribution List
# of Hard Copies PDF Required Association / Company Name 1 1 TNRD
Revision Log
Revision # Revised by Date Issue / Revision Description 1 R Wall Jan 22, 2018 First Draft 2 R Wall Apr 20, 2018 Final
Report Submission
Report Prepared By: Report Reviewed By:
Rob Wall, P. Eng. Dave Underwood, P. Eng. Project Engineer Project Engineer
R:\Clients\300-399\379\379-491\05 Reports\379-491-TNRD-Savona Water Master Plan-April 2018.docx
SAVONA WATER MASTER PLAN THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 Table of Contents
Executive Summary...... vi 1.0 Background ...... 1 1.1 Water Demands...... 3 1.2 Water Quality Analysis...... 5 1.2.1 Source ...... 5 1.2.2 Comprehensive Water Testing...... 5 1.2.3 Turbidity...... 6 1.2.4 Bacteriological Testing...... 7 1.3 Regulatory Agency Certificates and Approvals ...... 9 1.3.1 Interior Health ...... 9 1.3.2 Water Licence...... 9 2.0 Capacity and Condition of Water Intake ...... 10 2.1 Kamloops Lake Intake ...... 10 3.0 Treatment / Disinfection...... 17 3.1 Disinfection System ...... 17 4.0 Controls and Electrical ...... 19 5.0 Water Storage Reservoir...... 21 6.0 Water Distribution System...... 24 7.0 Rights of Way ...... 38 8.0 Improvement Plan ...... 39 8.1 General...... 39 8.2 Water Collection ...... 39 8.2.1 Future Intake Pump ...... 39 8.3 High Lift Pump Station ...... 40 8.4 Treatment ...... 41 8.4.1 Filtration Deferment (UV Disinfection)...... 41 8.4.2 Upgrade to Water Treatment by Filtration ...... 43 8.5 Water Distribution System...... 51 8.5.1 Distribution Improvements ...... 51
SAVONA WATER MASTER PLAN i THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 8.5.2 Dedicated Main to Reservoir...... 55 8.5.3 Decommission Ballou Road Reservoir...... 57 8.5.4 Water Meters ...... 58 8.6 Planning...... 60 8.6.1 Source to Tap Assessment...... 60 8.6.2 Emergency Response Plan...... 60 8.6.3 Water Conservation Plan Implementation ...... 61 9.0 Cost Summary...... 62
APPENDICES Appendix A – Comprehensive Water Analysis Appendix B – Permit To Operate Appendix C – Water Modeling Results
SAVONA WATER MASTER PLAN ii THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 List of Tables
Table 1-1: Savona Community Growth ...... 4 Table 1-2: Summary of Bacteriological Tests By Interior Health...... 7 Table 6-1: Existing Watermains ...... 25 Table 6-2: Existing Watermain Appurtenances...... 26 Table 6-3: Calculated Water Pressure vs Target Water Pressure ...... 35 Table 6-4: Observed Hydrant Flows Prior to 2017 System Upgrade vs Modelled Flows ...... 35 Table 8-1: Estimated Intake Improvement Cost...... 39 Table 8-2: Estimated Chemical Storage Room Cost ...... 40 Table 8-3: Estimated Treatment Costs – UV Disinfection...... 42 Table 8-4: Slow Sand Filters ...... 43 Table 8-5: Rapid Gravity Filters – Direct Filtration...... 44 Table 8-6: Rapid Gravity Filters –Package Sedimentation / Rapid Gravity Filtration...... 44 Table 8-7: Membrane Filters ...... 45 Table 8-8: Estimated Treatment Cost – Membrane Filtration Option...... 47 Table 8-9: Water Distribution System Improvement Costs ...... 54 Table 8-10: Estimated Cost to Decommission Ballou Road Reservoir ...... 57 Table 8-11: Estimated Water Metering Costs...... 59 Table 9-1: Intake and Treatment Upgrades...... 62 Table 9-2: General Water Improvements ...... 62 Table 9-3: Distribution System Improvements...... 63
List of Figures
Figure 1-1: Location Plan ...... 2 Figure 1-2: Flow Trend - Savona Community Water System...... 3 Figure 1-3: Turbidity Trend - Savona Community Water System...... 6 Figure 2-1: Low Lift Pumphouse ...... 11 Figure 2-2: Pipe Leading to Intake ...... 11 Figure 2-3: Pipe Leading to High Lift Pumphouse (Spare Intake Pump and Motor Below) ...... 12 Figure 2-4: Emergency Intake Skid ...... 13 Figure 2-5: High Lift Pumphouse...... 14 Figure 2-6: High Lift Pumps...... 14 Figure 2-7: Savona Low Lift Pump System Head Curve...... 15 Figure 3-1: Sodium Hypochlorite Storage and Dosing System ...... 17 Figure 4-1: Instrument Panel in High Lift Pumphouse ...... 20 Figure 5-1: New Savona Reservoir Under Construction (2017)...... 21 Figure 6-1: Watermains By Size...... 27
SAVONA WATER MASTER PLAN iii THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 Figure 6-2: Watermains By Material ...... 28 Figure 6-3: Watermain Criticality ...... 30 Figure 6-4: Steel Ring Mounted around Hydrant ...... 31 Figure 6-5: Fire Flow Analysis Including 2017 Upgrades...... 37 Figure 8-1: Proposed Water Treatment Site Concept...... 48 Figure 8-2: Process Flow Diagram (Membrane Filtration Option)...... 49 Figure 8-3: Conceptual Design for Water Treatment Building (Membrane Filtration Option) .....50 Figure 8-4: Proposed Water Distribution Improvements...... 52 Figure 8-5: Looping within Community Core area (Detail 1) ...... 53 Figure 8-6: Possible Route for Dedicated Watermain to Reservoir...... 56
List of Acronyms
GSC Geodetic Survey of Canada IHA Interior Health Authority RAR Riparian Area Regulation (2016) TNRD Thompson Nicola Regional District TRUE TRUE Consulting
Units of Measure
ft feet Igpm Imperial gallons per minute km kilometre L/d Litres per day L/m Litres per minute L/s Litres per second lpcd Litres per capita per day m metre mg/L milligrams per Litre mm millimetre NTU Nephelometric Turbidity Units psi pounds per square inch USgpm US gallons per minute
SAVONA WATER MASTER PLAN iv THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 Referenced Reports
1 Permit to Operate - Issued by Ministry of Health. 2017.
2 Conditional Water Licence No. C130284
3 Savona Water System Recommendations – Focus- 2012
4 Low Lift Pump As-Builts. Focus. 2013
5 Chlorine Contact Chamber As-Builts. Focus. 2012
6 Savona Community Water System: Water System Analysis and Predesign. McElhanney. 2015
7 Savona Water System Upgrades – Water Modeling Results. TRUE Consulting. 2017.
8 Savona Waterworks District Water System Study. TRUE Consulting. 1998.
9 Drinking Water in Interior Health. An Assessment of Drinking Water Systems, Risks to Public Health, and Recommendations for Improvement. Office of the Medical Health Officer, Interior Health. 2017.
SAVONA WATER MASTER PLAN v THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 Executive Summary
The Thompson Nicola Regional District has commissioned a master plan assessment of its water and sewer infrastructure. The master plans will enable better planning for the future of the communities, and set out priorities for improvements to the systems to ensure safe, clean, reliable and affordable water and wastewater services.
The master plans list recommended upgrades with estimated costs to enable the TNRD to prepare a financial plan with the general objective of compliance with regulatory requirements and capacity for future growth.
The analysis of the Savona community water system has identified a need for the following key improvements;
. A new water treatment process to enable compliance with the Interior Health 4-3-2-1-0 guideline. . Water metering as an incentive for the community to limit summer water consumption. . A source water protection plan in accordance with Operating Permit requirements.
The TNRD may also wish to consider distribution system improvements, including looping, to improve the ability to provide fire flow and extend service to more of the community. The decommissioning of the Ballou Road reservoir is also suggested for consideration.
SAVONA WATER MASTER PLAN vi THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 1.0 Background
Constructed 1977 & upgraded in 1996 and 2010 Connections 300 (approximately) Location 35km West of Kamloops Water Source Kamloops Lake Treatment Process Disinfection by sodium hypochlorite
The Savona Community Water System is located approximately 35km West of Kamloops on the South side of Kamloops Lake (See Figure 1-1). The water system was constructed in 1977 and services approximately 300 residential lots.
The source of water for the system is Kamloops Lake. Water is drawn from the lake through an intake and supply pipe to a low lift pump station situated in the foreshore. It is then chlorinated and a high lift pump station transfers the water to the distribution system and reservoir.
SAVONA WATER MASTER PLAN 1 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 Legend TNRD Water System
TNRD Sewer System
Emergency Services
Police Station
Ambulance Station
Fire Station
Hospital
Local Authority Office
Parcel
TNRD Boundary (Outline)
Administrative Boundary (Outline)
First Nations Reserve (Outline)
Provincial Parks & Protected Areas
Administrative Area (Fill)
Electoral Area A
Electoral Area B
Electoral Area E
Electoral Area I
Electoral Area J
Electoral Area L
Electoral Area M
Electoral Area N
Electoral Area O
Electoral Area P
Municipality
2.0 0 0.99 2.0 THIS IS NOT A LEGAL SURVEY PLAN. This map is a user generated static output from the Thompson-Nicola Regional District Internet Mapping site and is provided on an “as is” and “as available” basis, without warranties of any kind, either expressed or implied. The information was Kilometers generated from Geographic Information System (GIS) data maintained by different source agencies. 1: 38,952 Information contained in the map may be approximate, and is not necessarily complete, accurate or current. While all reasonable efforts have been made to ensure the accuracy of the data, reliance on
Projection: WGS_1984_Web_Mercator_Auxiliary_Sphere March 16, 2015 this information without verification from original records is done at the user's own risk. Figure 1-1: Location Plan 1.1 Water Demands
Existing Flows
Flows at Savona are highly seasonal, with the peak flows in summer. Winter flows are around 400m3/d. Summer flows in 2016/17 were typically around 2000m3/d which is five times the winter flow.
FIGURE 1-2: FLOW TREND - SAVONA COMMUNITY WATER SYSTEM
Based on an assumed population of 650, the winter water use is 600 litres per person per day, which indicates fairly significant leakage. For confirmation, the night time consumption was checked and there appears to be a significant flow in the early morning hours when winter consumption is typically at a minimum. On three randomly chosen winter days in 2017, the rate of decline in reservoir water level between midnight and 6am is two thirds of the rate between 6am and 12pm. While the winter flow per connection is high in comparison to the other TNRD systems, it is significantly less than the corresponding figure for Blue River.
Future Flow Projection
In many large centers it is acceptable to predict future water use projections based on a historic community growth. The reports referred to in section 2 suggested a 2% growth rate for Savona. A 2% growth rate for the community of Savona may be conservative. The community of Savona
SAVONA WATER MASTER PLAN 3 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 is located in the Thompson-Nicola J (Copper Desert Country) – Regional District electoral area. TRUE Consulting analyzed census data for the years of 2001-2011. Over that period of time the area experienced an annual average growth rate of 0.33%. it should be noted that during this time the Tobiano development was constructed within area J, which may skew the actual growth rate. The census data also indicates that during that time period there was a decrease in full time residents and an increase in seasonal residents.
This data indicates that an actual growth rate between 0.25 – 0.5 % can be expected. It can also be assumed that future growth rates can be offset by reduced usage achieved through demand management. The number of connections and population with growth rates of 2%, 0.5% and 0.25% applied to Savona are presented in Table 1-1 to compare the difference the actual growth rate affects the projected population and connections. It should be noted that the 2014 population and number of connections used for 2014 were found in the McElhanney report.
TABLE 1-1: SAVONA COMMUNITY GROWTH
Growth 2014 2020 2035 Difference Rate (2014- 2035) Population 2% 663 747 985 322
0.5% 663 683 732 69 0.25% 663 673 697 34 Number of 2% 291 328 432 141 Connections 0.5% 291 300 321 30 0.25% 291 295 306 15
Notwithstanding this analysis, it is suggested that applying a future growth projection will not be meaningful in the event that universal metering is implemented. This is because a 20 -30% reduction in peak water use can be expected, which would mean that a net reduction in flows will still occur as far as a design horizon. This is also the case with the other TNRD water supplies.
It is recommended that universal metering forms part of any upgrade project in order to manage the overall project cost and improve community water conservation.
Design Maximum Daily Demand
The design maximum daily demand has been calculated previously at 3000 m3/d (34.7 L/s), based on a maximum observed MDD of 2,730 m3/d (2015).
SAVONA WATER MASTER PLAN 4 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 1.2 Water Quality Analysis
1.2.1 Source
Kamloops Lake is subject to a number of influences on water quality. The Domtar pulp mill and the Kamloops sewage treatment plant discharge upstream of the lake. Non-point sources such as agriculture also influence water quality. A major improving influence is sedimentation in Kamloops Lake and the lakes feeding the South Thompson River. The overall effect is relatively stable water quality that generally meets Health Canada criteria.
Water quality at the Savona intake location may be influenced by Durand Creek and other smaller creeks on the southern shore. Raw water turbidity fluctuates seasonally, with the peak around spring freshet. Network water turbidity is typically higher than at Walhachin, which is downstream of the Kamloops Lake outlet. Kamloops Lake water turbidity at the Tobiano intake can be at least as high as at Savona, which is likely to be a result of the influence of Cherry Creek. A focus on riparian area management for the creeks on the southern shore of the lake is recommended until treatment is implemented at Savona.
Nitrogen and phosphorus levels are similar to Walhachin, meaning that any influence from Savona septic tank discharges is not detectable in the comprehensive water testing completed to date.
1.2.2 Comprehensive Water Testing
The comprehensive water analysis results received do not indicate a need for treatment to remove specific contaminants, apart from turbidity. The data is provided as Appendix A.
The water quality patterns at Savona are somewhat similar to Walhachin in terms of seasonal trends with the same trend to poorer quality during the spring freshet period. Generally speaking, the results indicate that filtration of the water to control turbidity would produce a satisfactory water quality.
Water chemistry modeling was undertaken based on data taken from the comprehensive water testing, SCADA data and Interior Health sampling because the data didn’t include all of the required parameters in a single sample. Based on the Langelier Saturation Index the water appears likely to be mildly corrosive, with a calculated LSI of -1.7. The calcium carbonate precipitation potential value is -14, which would be classified as corrosive. This would lead to a higher rate of deterioration of asbestos cement and galvanised iron pipes in the Savona network, compared to TNRD systems with less corrosive water.
SAVONA WATER MASTER PLAN 5 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 1.2.3 Turbidity
Treated water turbidity levels are recorded at the high lift building and in the distribution system.
The Interior Health 4-3-2-1-0 treatment objectives calls for treated water turbidity less than 1.0 NTU. It is TNRD policy and an Interior Health requirement to issue a Water Quality Advisory when turbidity is in the range 1 - 5 NTU. A Boil Water Notice is issued when turbidity exceeds 5 NTU. Based on the distribution system monitoring the turbidity would typically be characterised as ‘fair’ (1 - 5 NTU) on the TNRD public notification webpage. Instances of ‘poor’ water quality (>5 NTU) are infrequent.
FIGURE 1-3: TURBIDITY TREND - SAVONA COMMUNITY WATER SYSTEM
SAVONA WATER MASTER PLAN 6 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 1.2.4 Bacteriological Testing
Table 2 summarizes Interior Health bacteriological results for the Savona Water System for the period August 2017 to March 2018.
TABLE 1-2: SUMMARY OF BACTERIOLOGICAL TESTS BY INTERIOR HEALTH
Date Site Total Free Total E. coli Turbidity pH Chlorine Chlorine Coliform Acceptable Range 0.2 - 3.0 <1 <1 <1.0 08-Aug-17 Post Office 1.19 0.97 <1 <1 1.33 7.83 08-Aug-17 SP west 0.79 0.66 <1 <1 1.11 8.03 15-Aug-17 Post Office 1.46 1.24 <1 <1 0.72 7.54 15-Aug-17 SP Steelhead 0.85 0.68 <1 <1 0.69 7.43 22-Aug-17 Millers 0.67 0.71 520 <1 1.65 7.24 22-Aug-17 SP Steelhead 0.27 0.37 <1 <1 1.51 7.19 05-Sep-17 Millers 0.81 0.63 <1 <1 2.05 8.15 05-Sep-17 SP Steelhead 0.99 0.90 <1 <1 1.11 7.80 06-Sep-17 Millers Crossing 1.25 1.02 <1 <1 0.83 7.97 06-Sep-17 SP Steelhead 1.00 0.78 <1 <1 0.61 8.02 13-Sep-17 Post Office 1.26 1.07 <1 <1 1.41 8.02 13-Sep-17 SP Steelhead 0.97 0.76 <1 <1 1.07 8.02 19-Sep-17 Post Office 0.48 0.43 <1 <1 1.46 7.49 19-Sep-17 SP Steelhead 0.42 0.10 <1 <1 1.94 7.75 25-Sep-17 Millers 1.40 1.14 <1 <1 2.59 7.79 25-Sep-17 Steelhead sp 1.20 0.94 <1 <1 1.09 7.78 02-Oct-17 Post Office 1.35 1.06 <1 <1 1.11 7.56 02-Oct-17 SP Steelhead 1.03 0.94 <1 <1 0.91 8.07 11-Oct-17 Steelhead sp 0.86 0.92 <1 <1 1.42 7.96 11-Oct-17 Sav Com Wat Sys 1.11 1.03 <1 <1 4.48 8.22 17-Oct-17 Post Office 1.49 1.31 <1 <1 0.93 8.01 17-Oct-17 SP Steelhead 0.76 0.72 <1 <1 0.90 8.04 25-Oct-17 Millers 0.79 0.83 <1 <1 1.11 8.32 25-Oct-17 SP Steelhead 0.74 0.52 <1 <1 0.54 8.04 07-Nov-17 SP West 1.02 0.81 <1 <1 0.96 7.65 07-Nov-17 Millers 0.94 0.79 <1 <1 1.22 7.67 14-Nov-17 Millers 1.33 1.12 <1 <1 1.17 7.82 14-Nov-17 Steelhead sp 0.63 0.40 <1 <1 0.86 7.60 21-Nov-17 Millers Crossing 1.30 1.07 <1 <1 0.98 7.82 21-Nov-17 SP Steelhead 0.96 0.74 <1 <1 0.53 7.82 27-Nov-17 Millers 1.15 1.08 <1 <1 0.87 7.66 27-Nov-17 Steelhead sp 0.63 0.63 <1 <1 0.69 7.57 06-Dec-17 SP Steelhead 0.60 0.56 <1 <1 0.75 7.87 06-Dec-17 Post Office 0.96 0.73 <1 <1 0.66 7.72 11-Dec-17 Millers 1.40 1.32 <1 <1 0.45 7.78 11-Dec-17 Steelhead sp 0.81 0.55 <1 <1 0.88 7.78
SAVONA WATER MASTER PLAN 7 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 Date Site Total Free Total E. coli Turbidity pH Chlorine Chlorine Coliform 18-Dec-17 SP Steelhead 0.51 0.49 <1 <1 0.76 8.18 18-Dec-17 Post Office 1.28 0.99 <1 <1 0.59 8.36 03-Jan-18 SP Steelhead 0.88 0.79 <1 <1 0.72 8.78 03-Jan-18 Post Office 1.21 1.10 <1 <1 0.92 8.12 09-Jan-18 SP Steelhead 0.83 0.49 <1 <1 0.72 8.91 09-Jan-18 Post Office 0.81 0.70 <1 <1 0.78 8.76 15-Jan-18 Post Office 1.76 1.49 <1 <1 1.05 8.26 15-Jan-18 SP Steelhead 0.88 0.67 <1 <1 0.78 8.85 22-Jan-18 SP Steelhead 1.17 0.67 <1 <1 0.76 8.01 22-Jan-18 Millers Crossing 1.56 - <1 <1 0.42 8.01 07-Feb-18 Post Office 1.36 1.10 <1 <1 1.00 8.68 07-Feb-18 SP Steelhead 0.50 0.30 <1 <1 - 8.71 13-Feb-18 SP Steelhead 0.58 0.34 - - 0.50 7.72 13-Feb-18 Millers 1.52 1.28 - - 0.96 8.00 14-Feb-18 Millers Crossing 1.35 1.12 <1 <1 0.42 8.04 14-Feb-18 SP Steelhead 0.60 0.43 <1 <1 0.60 8.04 20-Feb-18 Post Office 1.16 1.03 <1 <1 0.80 9.01 20-Feb-18 SP Steelhead 0.25 0.24 <1 <1 0.72 8.77 26-Feb-18 Millers 1.09 0.98 <1 <1 1.17 7.60 26-Feb-18 SP Steelhead 0.25 0.40 <1 <1 0.62 7.56 05-Mar-18 Millers Crossing 1.36 1.13 <1 <1 0.50 8.17 05-Mar-18 SP Steelhead 0.42 0.28 <1 <1 0.51 8.17 13-Mar-18 SP Steelhead 0.87 0.64 <1 <1 0.29 7.97 13-Mar-18 Millers Crossing 1.77 1.53 <1 <1 0.35 7.97 19-Mar-18 SP Steelhead 0.75 0.56 <1 <1 0.38 7.98 19-Mar-18 Millers Crossing 1.63 1.39 <1 <1 0.39 7.98
The Interior Health bacteriological standard for drinking water is 0 for total and fecal coliforms. The bacteriological results for the period comply with the standard apart from a significant positive total coliform result on August 22nd. This was thought to be a result of sampling error or contamination at the source.
Turbidity should be less than 1. This level is often exceeded, particularly during spring freshet.
The free chlorine level should be between 0.2 and 3 mg/L.
SAVONA WATER MASTER PLAN 8 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 1.3 Regulatory Agency Certificates and Approvals
The principal regulatory agency certificates, licenses and approvals which combine to provide approval for the construction and operation of the water system are summarized following.
1.3.1 Interior Health
Section 8 of the Health Act prohibits a person from operating a water supply system unless the water supplier holds a valid operating permit. The water supplier must also comply with all terms and conditions of the permit. The Savona Community Water System holds a valid operating permit. Conditions were added in 2007, summarized as follows;
. Provide long-term plans for treatment, source, and distribution system improvements with an expected completion date of a works and installation plan by January 1, 2008. . Provide a certified operator to operate the system . Develop a written Water Quality Monitoring and Sampling Program including continuous chlorination disinfection monitoring, continuous turbidity monitoring and representative bacteriological monitoring. . Operate in accordance with a Cross-Connection Control Program . Operate in accordance with an Emergency Response Plan, updated annually. . Provide an Annual Report including the results of monitoring and a copy of the emergency response plan. . Participate in Source Water Protection Planning.
The TNRD continues to work towards the implementation of works to meet the 43210 Drinking Water Objective.
1.3.2 Water Licence
The source of water for Savona community is Kamloops Lake. The current water supply license held by the TNRD dated April 12, 1977 (C130284) provides for two points of diversion and a total maximum quantity of 663,729 m3/annum.
The second point of diversion allowed for under the permit has no intake. The location is immediately west of Savona Lakeshore Park.
SAVONA WATER MASTER PLAN 9 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 2.0 Capacity and Condition of Water Intake
2.1 Kamloops Lake Intake
Description
Primary Intake
The existing intake was installed in 2009 and is located at the end of a 200m long 200mm diameter HDPE casing. The intake is situated at an elevation of approximately 323m. The intake position is further from shore and deeper than the original intake but is located at the same position along the shoreline. It is assumed that the location and depth was chosen to optimise water quality and to reduce vulnerability to the gradual decline in the level of Kamloops Lake. The intake is close to Durand Creek to the east, which may have some impact on water quality (refer to Section 1.2.1).
The intake screen material is #7 mesh (1.025 mm wire) with 51% open area. The total screen area is 4.92 m2, or 2.09m2 effective open area. The capacity of the intake is based on the screen area. Based on the Department of Fisheries and Oceans guidelines, the compliant flow capacity of the intake is 80 L/s based on Anguilliform fish groups. Capacity increases to 227 L/s if it can be based on Subcarangiform fish groups alone.
The intake pump lies horizontally inside the HDPE casing extending to the screen. A spare pump is kept in storage. The pump setting is at 332.64m, which is well below the estimated 200-year low level of 335.4m.
Intake Pump Pump – Goulds Model 9TLC040. 6.00” trim. Motor - 40hp, 1770rpm Capacity - 95 L/s @ 18m TDH Year Installed – 2011
An electrical kiosk for the transfer switch box for the low lift pumps was constructed in 2001. It has recently been re-clad due to vandalism.
SAVONA WATER MASTER PLAN 10 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 FIGURE 2-1: LOW LIFT PUMPHOUSE
FIGURE 2-2: PIPE LEADING TO INTAKE
SAVONA WATER MASTER PLAN 11 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 FIGURE 2-3: PIPE LEADING TO HIGH LIFT PUMPHOUSE (SPARE INTAKE PUMP AND MOTOR BELOW)
Emergency Intake
Before the new intake was constructed, an emergency pump on a sled had to by used from time to time when the intake had insufficient water head to maintain flow. The new, deeper intake resolves this issue. The emergency unit remains on-site and could be used as a backup intake if required.
SAVONA WATER MASTER PLAN 12 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 FIGURE 2-4: EMERGENCY INTAKE SKID
High Lift Pump Station
The high lift pump station pumps water directly into the water distribution system. This pump station is controlled by the level in the storage reservoir. The pumps can operate in parallel depending on water demand. The wet well is located below the pump station building and is 6.0m x 6.0m x 3.3m, with a volume of 108 m3 up to the overflow.
The High Lift Pump Station was designed to house up to three high lift pumps. The scope for installing a third pump was investigated previously and found that there is insufficient wall area for the electrical and control equipment for a third pump. In addition, the pump lifting beam does not extend over the proposed location of the third pump. Building modifications would therefore be required.
Pump 1 Pump – Peabody Floway, 10DOH, 5 stage Motor - 40hp, 1770rpm Capacity - 29 L/s @ 70m TDH Year Installed – 1977, last rebuild 1988. Pump 2 Pump - Peabody Floway, 10DOH, 6 stage. Motor - 50hp, 1770 rpm Capacity – 44 L/s @ 71m TDH Year Installed – 1986, last rebuild 1994.
The combined pump capacity is 63 L/s at 73.2m TDH.
SAVONA WATER MASTER PLAN 13 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 FIGURE 2-5: HIGH LIFT PUMPHOUSE
FIGURE 2-6: HIGH LIFT PUMPS
SAVONA WATER MASTER PLAN 14 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 Assessment
When sizing high lift and low lift pumps it is desirable for the flowrates to match in order to allow for minimal on/off cycles and prevent unnecessary wear. It is also an accepted practice to specify pumps that are capable of conveying the required 24-hour MDD in an 18-hour period. This allows for the maximum operating time of the pump to be 18 hours per day. Given the MDD of 35 L/s from TRUE Consulting’s assessment, the minimum required pumped flowrate is 47 L/s.
Low Lift Pump
The low lift pump curve defines the full speed operating point at extreme low water level as 95 L/s at 18m TDH. The pump is off its curve at higher water levels. The system head curve is given as Figure 2-7, and uses the following assumptions;
. 200-year low water level: 335.64m . 200-year high water level: 344.20m . Wet well (discharge) elevation: 347.00m . Roughness coefficient: 120 to 145
TNRD - Savona Water System - Existing Low Lift System-Head Curve 200-YEAR 55 LWL 50
45 200-YEAR HWL 40
35 SYSTEM CURVE LWL 30 (C=120)
25 SYSTEM CURVE HWL 20 (C=120) 15
TOTAL DYNAMICTOTAL (m) HEAD SYSTEM 10 CURVE HWL (C=145) 5 GOULDS 0 9TLC040 0 10 20 30 40 50 60 70 80 90 100 110 TRIM 6.0in FLOW (l/s)
FIGURE 2-7: SAVONA LOW LIFT PUMP SYSTEM HEAD CURVE
Figure 2-7 indicated that the existing pump would currently be operating beyond its desired operating range at a flow rate of approximately 110l/s @ 16.8m of head. A VFD was installed to
SAVONA WATER MASTER PLAN 15 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 reduce the speed and allow it to operate at a flow rate which is better matched to the system requirements. Currently, the pump speed is 50Hz for a flow of 69 L/s, while drawing approximately 25 hp. It is recommended that the TNRD continue to operate the existing pump and install the replacement pump when needed. When a new pump eventually needs to be purchased, the TNRD should install a pump that is better matched to the system requirements.
Emergency Intake
It was noted by the TNRD that it takes a full day to pull the low lift pump from the intake casing. Clearly, this is a concern for the overall reliability of the system when the pump fails. The best solution may be to hold the emergency pump apparatus in a better state of readiness as backup for the intake pump, but this needs to be more closely examined.
An improved method of extraction for the primary intake pump should also be investigated so that the system downtime is minimized. Closing the road and pulling the pipe out as one piece is a possibility.
The final option would be to construct a second intake as backup for the primary intake. However, this should not be necessary if the emergency intake system is able to be deployed quickly.
High Lift Pumps
A high lift pump station assessment was conducted in 2016 to determine whether the high lift pumps were capable of providing the required flowrate to the proposed reservoir. The assessment determined that Pump #1 was experiencing vibrations indicating imminent motor failure and that Pump #2 has never been properly operated on its curve. It was also determined that both pumps should be converted from across the line starting to soft starts. Based on the assessment the following were recommended;
1. Replace Pump #1 and have the motor either refurbished or replaced. 2. Have Pump #2 inspected and refurbished or replaced. 3. Provide soft starters for each pump motor. 4. Update the existing pipes and fittings.
To date, the motor on pump 1 has been replaced and a VFD has been ordered (instead of a soft start). The other work is scheduled for completion later in 2018.
Until recently, the high lift pump capacity was constrained by head losses in a length of 150mm pipe between the High Lift Pump Station and the Chlorine Contact Chamber. The undersized section was replaced with 300mm diameter pipe in 2017. The new reservoir constructed as part of the same project is located at a higher elevation than the original reservoir. Because of the upgrades to the pipework the existing pumps can still achieve the required duty. In effect, the pipe friction losses have been converted to increased distribution system service pressure.
The floor drain from the high lift pump house is located at the surface and is prone to freezing.
SAVONA WATER MASTER PLAN 16 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 3.0 Treatment / Disinfection
3.1 Disinfection System
Description
A chlorination system is provided at the high lift pump station. The chlorination system is based on sodium hypochlorite dosing as follows;
. One 300 L sodium hypochlorite solution tank. . One Cole-Parmer peristaltic injector pump, with start control connected to the plant flow meter. The chemical feed pump operates when flow is detected.
Contact time is provided by a contact chamber (a 100m section of 600mm main) as well as the 300mm diameter main between the treatment building and the contact chamber.
FIGURE 3-1: SODIUM HYPOCHLORITE STORAGE AND DOSING SYSTEM
Assessment
Disinfection
Chlorine contact time is typically calculated according to the USEPA Long Term 1 Enhanced Surface Water Treatment Rule (LT1ESWTR). Previously the Ministry of Health design standards required a minimum chlorine contact time of 20 minutes measured from the point of chlorine addition to the first service connection. This remains a useful benchmark.
At a pH between 6 and 9 and a temperature of 5 degrees C, the required C-T value is 8 mg.min/L (From LT1ESWTR Disinfection Profiling and Benchmarking). Assuming a minimum residual of 0.6mg/L in the contact chamber, the required contact time is 13.3 minutes.
SAVONA WATER MASTER PLAN 17 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 Based on a future peak hourly flow of 44 L/s (158 m3/h), which is the Pump 2 flow, the effective contact time is as follows;
Tank Volume Baffle Effective Factor Contact Time (min) Dedicated Chlorine Contact Chamber (100m x 600Ø) 28 1.0 10.7 Water main to contact chamber (100m x 300Ø) 7.1 1.0 2.7 Pipe length to nearest service (20m x 150Ø) 0.3 1.0 0.1 Total 13.5
It appears that the contact time is adequate based on these assumptions, where the minimum chlorine residual is 0.6 mg/L and the maximum flowrate is 44 L/s.
The TNRD have indicated that there is insufficient space available for chlorine storage at the High Lift Pumphouse. A lean-to building extension was suggested to store barrels in the summer months.
Treatment
Filtration / ultraviolet disinfection is required for effective protection against chlorine resistant pathogens (ie. protozoa). This is also required under the Interior Health 4-3-2-1-0 treatment objective for surface water and groundwater at risk of containing pathogens, as follows;
. 4 log (99.99%) removal or inactivation of viruses . 3 log (99.9%) removal or inactivation of Giardia Lamblia and Cryptosporidium . 2 treatment processes for all surface drinking water systems . 1 NTU of turbidity with a target of 0.1 NTU . 0 E. Coli
The existing treatment system currently achieves the disinfection objectives for viruses and E coli. The other three objectives are not being met.
SAVONA WATER MASTER PLAN 18 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 4.0 Controls and Electrical
Description
Control System
The control system comprises:
. Pump control panels at the low lift pumphouse with elapsed time meters for the pumps, high lift clear well level indicator and alarm condition indicator lights. . Pump control panels at the high lift pumphouse with elapsed time meters for the pumps, reservoir level indicator and alarm condition indicator lights. . Pressure level transmitter in each cell at the reservoir. . Wireless communications links between the low lift pumphouse, the high lift pumphouse, the post office and the reservoir. . Dialer and modem for transmission by telephone of alarm conditions to the water system operator. Alarm conditions that can be forwarded to the operator by telephone include low chlorine solution tank level, low/high reservoir level, wet well low level and low temperature in the pumphouse. . Turbidity, pH and chlorine analyzer and a SCADA system were installed under a grant in 2011.
Power Supply Systems
The pumphouses have a 600V three phase electrical service.
Assessment
Control System
The reservoir/pump control system and alarm system are consistent with current accepted standards for small municipal water supply systems. No upgrading of the control system is considered necessary in the short-term future.
Power Supply Systems
ICI Electrical Engineering has assessed the power systems at the low and high lift pump stations. Their recommendations are provided as an appendix. It is noted that upgrades to low and high lift pumping would be incorporated into the broader upgrade to full water treatment.
SAVONA WATER MASTER PLAN 19 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 FIGURE 4-1: INSTRUMENT PANEL IN HIGH LIFT PUMPHOUSE
SAVONA WATER MASTER PLAN 20 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 5.0 Water Storage Reservoir
Description
The original reservoir was 160m3 reservoir located directly across the Trans-Canada Highway and the CPR from the high lift pump station. This reservoir is at a lower elevation than the more recent reservoirs. It is our understanding that when the second reservoir was constructed, this reservoir became inactive storage and the water quality deteriorated. As a result, the 160m3 reservoir was abandoned.
A 664m3 reservoir was constructed in 1986 at a higher elevation. The increased elevation and more central location was designed to improve water pressure and fire flows. It was an excavated and lined basin, covered by a wood truss and metal-clad roofing system. The reservoir was too small, too low and was prone to contamination, as it was not adequately sealed.
Water is now stored in a 1,800m3 concrete reservoir, completed in 2017. This reservoir is situated on high ground south of Savona, approximately 2.0 kilometres west of the high lift pump station. The top water level is EL411.23m, which is 6m higher than the reservoir it replaces in order to improve distribution system pressure and flows.
FIGURE 5-1: NEW SAVONA RESERVOIR UNDER CONSTRUCTION (2017)
SAVONA WATER MASTER PLAN 21 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 Assessment
Structural
The reservoir is new and there are no structural concerns.
Reservoir Size
The storage required was calculated according to the requirements set out in the MMCD Design Guideline Manual and Fire Underwriters Survey Guideline (Water Supply for Public Fire Protection, 1999).
The FUS method for calculating required fire flow is based on the size of the building and type of construction. The McElhanney report calculated fire flow requirements in Savona based on the 3 largest buildings, Savona Elementary, Nelson Machinery and Millar’s Crossing Gas Station. TRUE Consulting calculated the required fire flow rates for these buildings as follows:
. Savona Elementary: 83.3l/s . Nelson Machinery: 108.3l/s . Millars Crossing Gas Station: 100l/s
The McElhanney report concluded that the design fire flow rates should be in accordance with the MMCD guidelines for commercial developments which is 150l/s. A fire flow of this magnitude is both conservative and not realistically supplied to the community due to the size of the distribution mains and fire hydrants. TRUE Consulting recommends that the design fire flow for the system be 100l/s as it is sufficient for residential fire flow, MMCD prescribes 60l/s, and the requirements of the existing commercial buildings. It should also be noted that this fire flow rate will be used for design but is also not able to be supplied throughout the entire water system due to insufficient watermain and hydrant sizing in some areas.
A Maximum Daily Demand (water flow) of 3000 m3/d was assumed on the flow projection described in Section 1.1.
The required storage, based on MMCD design criteria, is as follows;
A Calculated fire flow storage requirement (100 L/s for 2.0 hours) 720 m3 B Balancing Storage Requirement (25% of MDD) 756 m3 C Optional Emergency Storage (25% of A+B) 369 m3 D Total Storage Required (A+B+C) 1,845 m3
The reservoir storage capacity has been constructed to meet these criteria.
SAVONA WATER MASTER PLAN 22 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 Mixing
Interior Health calls for some form of active tank mixing in new reservoirs. This can be achieved by configuring inflows as jets or by installing mechanical mixers. The mixing of the Savona reservoir is achieved by inlet headers on each cell with nozzles designed to create jets.
Ballou Road Reservoir
It is understood that the redundant 160m3 original reservoir on Ballou Road is located on private land. It has not been removed. The TNRD may wish to consider the long-term plans for the reservoir and formalize the private pressure booster pumping arrangements on the site.
SAVONA WATER MASTER PLAN 23 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 6.0 Water Distribution System
Description
The Savona distribution system currently services approximately 300 properties. The water distribution system is a long, narrow grid fronting on the Southwest side of Kamloops Lake. From end to end, the water system extends approximately 4.0 kilometres East to West along Kamloops Lake and parallels the Trans Canada Highway. The existing distribution system is predominantly located on the North side of the Trans Canada Highway with some sections including the reservoir on the south side of the highway.
The water distribution system was initially installed in 1977 with updates completed in 1996, 2010, and 2014. It is constructed predominantly in asbestos cement (55%) and PVC (40%). The system has a wide range of pipe diameters from 19mm to 600mm and there is a total of 12.7km of pipe.
The reservoir is located approximately midway in the system on the south side of the Trans Canada Highway and has a full water level of 411.23m. There are four pipe crossings of the CPR Right of Way and the Trans Canada Highway, which creates a total of two major loops in the distribution system.
Water distribution and storage upgrades were competed in 2017. These upgrades included;
. 300mm diameter PVC watermain loop connecting the existing pump house was installed on Savona Access Road. . 300mm diameter PVC watermain on Watson Drive West. . A new 59m long 600mm diameter steel casing in preparation for an additional pipe crossing of the CPR Right of Way and Trans Canada Highway for additional system looping between Watson Drive East and Savona Frontage Road. . The existing reservoir was abandoned and a new reservoir was installed directly south of the existing reservoir. New watermains were installed to the reservoir along with a CPR Right of Way and Trans-Canada Highway crossing. This crossing was installed inside a new 450mm diameter steel casing.
SAVONA WATER MASTER PLAN 24 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 Table 6-1 summarises the existing watermains. The table is generally based on the TNRD asset database with some corrections.
TABLE 6-1: EXISTING WATERMAINS
Total Length Item No. Material Diameter (mm) (m) 2 AC 100 1320 3 AC 150 4618 4 AC 200 125 5 AC 250 693 6 AC 300 181 AC Subtotal 6938 1 CU 25 101 CU Subtotal 140.6 1 GI 50 403 GI Subtotal 403 1 HDPE 200 84 HDPE Subtotal 84 1 PVC 30 54 2 PVC 50 158 3 PVC 75 267 4 PVC 100 541 5 PVC 150 687 6 PVC 200 3000 7 PVC 250 113 8 PVC 300 148 9 PVC 600 94 PVC Subtotal 5061 Distribution System Total 12600 **CU – Copper, GI – Galvanized Iron
SAVONA WATER MASTER PLAN 25 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 Table 6-2 summarises the existing appurtenances in the water system. The table is generally based on the TNRD asset database with corrections. Improvements to the TNRD database are needed to more accurately represent the network.
TABLE 6-2: EXISTING WATERMAIN APPURTENANCES
Hydrants Item No. Description Total No. in System 1 Standard Hydrant 30 2 Standpipe 4 4 Unknown type 5 Total 39 Water System Valves Item No. Description Total No. in System 1 Mainline Valve 88 Total 88 Water Structures Item No. Description Total No. in System 1 Water Intake 1 2 Electrical Facility 1 3 Pump Station 2 4 Reservoir 1 Total 5
SAVONA WATER MASTER PLAN 26 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 ¯ 1:15,000
Intake, Low Lift # 50 0 Pump House 5 1 Kamloops Lake High Lift 0 5 R! Pump House 1 50 0 5 0 1 10 R! 0%, 0 60 10 #150 150 3 R! 0 50 0 1 R! R! 1 Savona Street R! 5 0 50 5 2 0 1 R! 0 0 5 25 1 1 R! 5 0 0 R! 150 25 50 R! 50 250R! 1 1 0 150 ad R! 15 R! # 50 e Ro 150 0 R! RemA # tag 15 st Abandoned ron We ! 20 a F R! 0 R! d 12706 R 0 7 on 15 Roa reservoir 1 5 5 Sav 50 on 0 0 30 1 ats 50 0 W on private # 00 1 150 2
2 0 0 land. ! 5 R! 15 R! 7 R Buie Street 100 0 # 5 20 50 R! 0 R! 1 # 7 5 R! 0 1 50 0 15R! 0 150 0 2 20 200 100 R! 0 R! 20 0 1 50 0 R! 200 R! 00 1# # 200 R! 0 200 R! 0 2 0 5 2 Trans Can ada HWY 1 +$ Legend Water Main Jones Road Reservoir Vavasour Road Size (mm) 30 50 R! Hydrant 75 # Standpipe 100 Water 150 Facility 200 %, Pump House 250 SAVONA COMMUNITY WATER SYSTEM +$ Reservoir 300
FIGURE 6-1 WATERMAINS BY SIZE 600 Drawing:379-491-Fig-SV-Water-sizes ¯ 1:15,000 Kamloops Lake
P # VC C V P Intake, R! Low Lift Pump House H D C P A E A C R! %, A PVC AC C C # AC A R! A C C A R! R! R! A C C C A A R! C AC A A R! C R! AC AC C CR! Savona Frontage Road A R! AC A AC AC! # High Lift AC R! R! R #P AC st VC We Pump House R! G R! C R! ad I PVC A n Ro A C o G A ats I GI C W Savona Community # C PV C R! C AC R! # R! U PVC A R! P # V R! AC C R! GI C Legend C VR!C PV V P AC R! A P PVC AC A R! C V C CA AC P P A R! VC R! C # # P Water Main P C R! V C VC R! C V Material P C V T P rans Cana AC da HWY 1 +$ CU Reservoir GI HDPE PVC R! Hydrant # Standpipe # Wall Hydrant Water Facility %, SAVONA COMMUNITY WATER SYSTEM Pump House +$ Reservoir
FIGURE 6-2 WATERMAINS BY MATERIAL Drawing:379-491-Fig-SV-Water-Material Assessment
Distribution system waterline sizes, fire hydrant coverage, mainline valve locations and blow-off locations are consistent with the Design Guidelines for Rural Residential Community Water Systems (2012) and the MMCD Design Guideline Manual (2014).
Recent (2017) water system improvements undertaken on behalf of the TNRD have resulted in significant improvement to the water system. In particular, the fire flow delivery potential within the community has improved considerably. In fact, essentially all key fire hydrants within the community can now deliver a target fire flow of 60 L/s during Maximum Daily Demand Conditions. Some hydrant flows are constrained by the hydrant leads.
It is recommended that the TNRD continue to undertake improvements to the Savona Water Distribution System in accordance with an Asset Management Plan. Improvements should consist of renewal or replacement of the oldest, most critical watermains in accordance with the material type and physical condition as a priority. In addition, water system improvements to create loops in the water system should also be considered by the TNRD. The construction of water system loops reduces stagnant water otherwise found at system dead-ends, improves pressure and flow capacity, and provides system redundancy.
Watermain Criticality Analysis
The Savona distribution network has been evaluated based on criticality criteria to determine which mains are most important for continuity of supply. The high and very high criticality watermains are either new or are scheduled for replacement under this Master Plan.
SAVONA WATER MASTER PLAN 29 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 ¯ 1:15,000
Intake, Low Lift 50 Pump House # 0 5 Kamloops Lake High Lift R! Pump House 0 2 0 0 1 0 0 10 R! %, 0 600 10 # 3 R! 5 0 R! Savona Street R! R! R! 0 5 1 1 50 5 2 R! 0 R!
R! 0 R! d 15 150 a ! 6 0 R! # 50 e Ro R 0 30 R! RemA ag 0 t # 1 ont es 50 1 Fr 0 d W R! 9 a R! 5 R! a 12706 5 von 1 Ro 0 a on S ats 50 5 0 W Savona Community # 150 0 20 5 ! 2 R! 0 Buie Street R! 0 R # 5 1 5 R! 100 5 R! 0 # 7 5 ! 50 R 5R!0 00 100 1 R! 2 200 R! 2 150 # 0 R! R! # 0 R! 0 R! 0 2 2 0
0 0 Trans 0 Canada 3 HW 2 Y 1 0 0 5 0 1+$ Reservoir Vavasour Road Jones Road
Legend R! Hydrant Water Main # Standpipe Criticality # Wall Hydrant Very Low Water Low Facility Medium %, SAVONA COMMUNITY WATER SYSTEM Pump House High +$ Reservoir Very High
FIGURE 6-3 WATERMAIN CRITICALITY Drawing:379-491-Fig-SV-Water-Criticality Fire Hydrants
The TNRD subdivision bylaw requires hydrant spacing in accordance with FUS criteria. The FUS standard requires hydrant spacing less than 180m with single and two family residential dwellings less than 120 metres from the nearest hydrant. Based on these criteria, the hydrants in the Savona water distribution system are adequately spaced in the majority of the water system. Areas requiring additional hydrants are located on Percy Street, the eastern part of Savona Access Road, and along Savona Equipment’s property.
Some hydrants are fed by 100mm diameter mains. A notable example is the hydrant near the Super Save gas station at the end of the Savona Access Road. Most, but not all hydrants have isolation valves. Identifications tags are being installed on the hydrants in preparation for a planned flushing program.
The hydrants are commonly located inside steel rings, which are being removed to improve access.
FIGURE 6-4: STEEL RING MOUNTED AROUND HYDRANT
SAVONA WATER MASTER PLAN 31 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 Mainline Valves
Mainline valves are needed to minimize the number of houses which would be isolated from the water system if a repair or tie-in is required along a section of main. The TNRD subdivision bylaw requires mainline valves at least every 240 metres (or 20 services) and at all intersections and tees. Based on these criteria, the Savona water distribution system is generally adequately valved.
Some additional valves would need to be added to strictly meet the TNRD subdivision bylaws. Additional valves would be required along the Savona Equipment property, Nelson Machinery and Equipment property, and some locations along Savona Access Road.
The mainline valves have not historically been exercised under a planned operation program. As a result, it is thought that a large proportion of the mainline valves are not currently working and will need to be tested and possibly excavated and repaired / replaced. It is recommended that a valve exercise program be implemented to minimize valve failure.
Distribution System Condition
The system includes approximately 400 metres of 50 mm diameter galvanized watermains. Galvanised iron has a relatively short service life and the installed mains will be prone to leakage. The 50mm galvanized pipe in the back lane north of Tingley Street feeding a TNRD automated blow-off needs to be repaired as soon as possible. The automated blow off could be redeployed in Walhachin to maintain the winter chlorine residual.
A significant part of the network was constructed in asbestos cement (AC) pipe around or before 1977. Asbestos cement pipe has a reduced life span when in contact with aggressive water, or corrosive soils. The chemistry of the water was assessed as corrosive based on the available data and moderate deterioration is likely to have occurred. Pipe samples should be analysed to determine the extent of the loss of viable wall thickness. While there have been recent isolated leaks, at this stage the asbestos cement pipes are performing satisfactorily.
The more recently constructed parts of the network are built with PVC pipe. The use of this pipe material is relatively recent and so PVC does not have an established break history. However, it is thought to have an expected service life of at least 100 years under most circumstances. PVC pipe is not subject to internal or external corrosion in a typical water system. The primary mode of age related failure in buried PVC pipe is fatigue caused by pressure fluctuations.
Copper services are reported to be getting to an age where they are starting to fail. Their replacement should ideally be linked to water meter pit installation.
Dedicated Watermain to Reservoir
A dedicated line to the reservoir helps to limit pressure spikes in the network and gives time to address a failure of the chlorination system. It would make water quality more consistent because
SAVONA WATER MASTER PLAN 32 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 all the water going to distribution would have had a similar chlorine contact time. It would also allow some turbidity to settle out in the reservoir, which would improve water quality.
The future construction of a dedicated supply main to the reservoir was considered as part of upgrades completed in 2017. The recently completed reservoir is located at approximately the same site as the original reservoir as a result of hydraulic analysis to optimise system pressures. In order to create a dedicated line to the reservoir, a pipe section approximately 850m long generally following Watson Drive East would be needed. A tee has been provided as part of the 2017 upgrade to allow for connection. For system security, valving would be included to give the ability to revert back to using alternative pipe routes to the reservoir.
Unfortunately, the conversion of the system to a dedicated line to reservoir in this way would reduce fire flows in some areas due to the impact on distribution system looping.
Interior Health are expected to require that a full treatment system be constructed by 2025, which would mean many of the water quality benefits of the dedicated main would be lost. As a result, a dedicated line to reservoir is considered to be a possible long-term upgrade.
Water Metering
The implementation of Demand Management can have a great effect on the future flowrates of a community. Demand management can include public education, water conservation plans, water restriction Bylaws and water metering. Currently the TNRD has Bylaws in place to reduce over watering in Savona but does not currently have water meters. If water meters are installed in the future, the per capita water usage could be expected to be reduced by between 20%-30%. Based on nighttime water use, the Savona community water system may also have a high rate of leakage throughout the system. Household water meters will help to identify private leaks where meters are located at the property boundary.
In order to address leakage and to fairly recover the costs for excessive use of water, the TNRD has been awarded a $3M grant for the installation of water meters at all properties on water service. The meters will be installed over the next two to three years. Generally, the meters will be installed in basements.
About 20% of the installations will be into pits at the property boundary. While this is more expensive than installation in a basement, the following items were considered;
. The properties identified for pit meters may be large, making illegal connections upstream of a basement meter more likely to exist, or possibly more likely to be added. . Some private services are poorly constructed and prone to leakage, making these an important cause of unaccounted for water, which would not be found by a basement meter. . There is no need to get the cooperation of the property owner to install a pit meter. . Some private services have haphazard layouts which a pit meter may help to detect and rectify. . Large properties can make the signal from a basement meter difficult to read.
SAVONA WATER MASTER PLAN 33 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 Sample Ports
The TNRD have a program in place installing sample ports where the main leaving the reservoir meets the network and at the ends of the networks.
The TNRD preference is to use self draining yard hydrants or blow offs for this function. The Interior Health approved design for sample ports includes no drain, which means a tube must be inserted into the valve in order to pump out the water to prevent freezing in winter. Verbal approval of the use of self draining fittings has been received from Interior Health. Self draining fittings are common in the water system for fire hydrants and yard hydrants so they don’t put the water supply at any new risk. Having to insert a tube into the sample valve also adds a risk of contamination of the sample that would be similar to any risk that may arise from the drainage port.
The recently installed sample port at Steelhead Park is self draining.
Water System Modelling
In recent years, there has been considerable analysis and discussion regarding the Savona Community Water Distribution System. The acquisition of infrastructure grant funding by the TNRD has facilitated the implementation of system improvements. Recent improvements have been the construction of a new reservoir at an elevation 6m higher than previous, as well as water distribution improvements from Savona Access Road to the new reservoir, and along Durand Rd.
A water system model has been developed in order to confirm system operating characteristics and to act as a tool for the design of future improvements.
Watermain looping provides efficient flow of water and minimizes disruption during failures. Due to the long, narrow configuration of the water distribution system grid, the amount of watermain looping available is limited. Nevertheless, the central part of the distribution system is well looped across the Trans-Canada Highway and CPR with a total of four highway crossings.
Water system improvements undertaken in 2017 have resulted in significant increases in fire flow capability in the water system. Water modeling of the current (2018) status of the community water distribution system in Savona yields the following results at key fire hydrants within the community.
SAVONA WATER MASTER PLAN 34 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 Service Pressure
Since the upgrade completed in 2017, static pressures and pressure under MDD conditions are generally acceptable. Some examples of system pressure are provided on Table 6-3. The predicted pressure at hydrants around the system in indicated on Figure 6-5.
TABLE 6-3: CALCULATED WATER PRESSURE VS TARGET WATER PRESSURE
Criterion MMCD Calculated, kPa (psi) Target, kPa Hare Road Hotel End of High Lift (psi) Lane Savona Pumphouse St Maximum <850 (123) 460 (67) 700 (102) 650 (94) 640 (93) Min (MDD) >300 (44) 330 (48) 590 (86) 540 (78) 500 (73)
Prior to the 2017 upgrade there were very low system pressures on Hare Road. This is a dead end 75mm main at a high point at the western end of the network. Water pressure has since improved to meet MMCD guideline values. A hydrant is required at the end of Hare Road to meet hydrant spacing requirements, and the main size needs to be upgraded to provide sufficient allow flow.
There are two properties on Ballou Road that have a historic connection to the system using jacuzzi pumps without backflow prevention as they are above the hydraulic grade of the network. The most pragmatic solution would be to allow pressure booster pumps with backflow prevention on individual houses in this area.
Fire Flows
Hydrant testing was undertaken on September 21, 2017 with the following results (hydrant locations are listed in the letter);
TABLE 6-4: OBSERVED HYDRANT FLOWS PRIOR TO 2017 SYSTEM UPGRADE VS MODELLED FLOWS
Hydrant Time Measured Modeled Mainline Flow (L/s) Flow Pre- Pre-Upgrade Post-Upgrade Upgrade (L/s) H-06 13:52 53 56 83 H-08 11:33 64 55 92 H-13 12:05 58 68 92 H-19 12:43 71 82 145* H-25 13:20 53 61 65 H-27 13:35 60 62 86 * Mainline flow (flow exceeds hydrant capability).
SAVONA WATER MASTER PLAN 35 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 The observed flows are generally similar to the modelled flows, taking into account the unknowns within the network. It can be seen that the predicted flows for these hydrants after the upgrade are greatly improved.
The predicted hydrant flows for the entire system are given in Figure 6-5. It can be seen that for a target fire flow of 60 L/s, all key fire hydrants within the community achieve the target fire flow except for hydrant H-07. This hydrant is located at the top end of Vista Drive and the elevation of this node provides a significant constraint to the fire flow delivery potential at this location. However, with an available flow rate of approximately 54 L/s, the fire flow deficiency at this location is not considered to be significant.
SAVONA WATER MASTER PLAN 36 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018
7.0 Rights of Way
In accordance with the terms of reference for this assessment study, the status of rights of way covering components of the water system not located in public road rights of way has been reviewed. Components of the water system not located in public road rights of way are listed following:
Intake
The low lift pumphouse is located in the Savona Access Road Park, which is Crown Land and the intake pipe located within the natural boundary of the Kamloops Lake. The original intake is identified on the Conditional Water Use Permit. The High Lift Pumphouse is located in what appears to be the MOTI road dedication.
Reservoir
The reservoir is identified under Conditional Water License C130284. The Province have agreed to consider the intake, reservoir and reservoir supply pipeline as covered under the Permit over Crown Land tied to the water license because the access road is gated and the roadway is only used to access the reservoir. The costs to survey and properly develop the roadway would have resulted in a financial hardship for the water users.
Distribution System
The distribution system is primarily located in MOTI roadside reserve land. There is an issue with an existing 50mm main crossing private land between the pump house and the Savona Specialty Plywood Mill. This main is expected to require relocation.
SAVONA WATER MASTER PLAN 38 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 8.0 Improvement Plan
8.1 General
In Section 8 of this report, improvements to the water system are described based on an assessment of regulatory standards and operating condition. Aside from infrastructure improvements the TNRD are working on the development of a variety of other tasks that will enhance the management of the water supplies. These include;
. GIS data collection (completed), . Asset management plan (completed), . Long term life cycle financial planning (in progress), . Source water protection plan (in planning stage), . A formal water conservation strategy (in progress).
8.2 Water Collection
8.2.1 Future Intake Pump
It is recommended that when the duty and spare intake pumps have reached the end of their service life the TNRD should install a pump that is better matched to the system flow and head requirements. If the spare pump is to continue to act as a spare, rather than a replacement of the existing unit, then the replacement could occur sooner.
These requirements will change very slightly with the planned treatment upgrade, depending on the specifics of the final design.
TABLE 8-1: ESTIMATED INTAKE IMPROVEMENT COST
Description Unit Price Number Subtotal
Replacement intake pump $30,000 1 $30,000
Engineering and Contingency 35% $10,000
TOTAL $40,000
SAVONA WATER MASTER PLAN 39 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 8.3 High Lift Pump Station
Only minor upgrades are proposed for the high lift pump station as it would be abandoned when the main treatment upgrade is undertaken.
Upgrades to the pumps, VFDs and pipework are currently underway.
The remaining upgrade proposed for the system is a building extension for the storage of sodium hypochlorite. It is proposed that this is achieved by purchasing an insulated mini shipping container. This could be located within or outside the existing compound. The container can be re-deployed once the treatment upgrade is completed.
TABLE 8-2: ESTIMATED CHEMICAL STORAGE ROOM COST
Description Unit Price Number Subtotal
New 8’ standard shipping container with $10,000 1 $10,000 1’’ spray foam insulated ceiling and walls and containment tray with 4’’ lip and bar grating (installed on top of existing floor) Extend security fence $2,000 1 $2,000
Engineering and Contingency 35% $4,200
TOTAL $16,000
SAVONA WATER MASTER PLAN 40 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 8.4 Treatment
The Savona system lacks water treatment apart from chlorination. In January 2017 the Office of the Medical Health Officer directed Drinking Water Officers to target full compliance with provincial treatment objectives by large water systems using surface water sources by 2025. A large system serves more than 500 people. In strict terms, the Savona Community Water System could be interpreted as a large system.
8.4.1 Filtration Deferment (UV Disinfection).
It is Interior Health policy that all water suppliers must provide filtration for all water supply systems using surface water sources. Under certain circumstances, installing UV disinfection can allow a utility to meet the 4-3-2-1-0 requirement.
Water suppliers wishing to apply for deferral of filtration as per the Guidelines for Canadian Drinking Water Quality exclusion criteria must make a written proposal to Interior Health. The Drinking Water Treatment Objectives (Microbiological) for Surface Water Supplies in British Columbia, March 2012 states the minimum requirements as follows:
A water supply system may be permitted to operate without filtration if the four following conditions for exclusion of filtration are met, or a timetable to implement filtration has been agreed to by the drinking water officer: i. Overall inactivation is met using a minimum of two disinfections, providing 4-log reduction of viruses and 3-log reduction of Cryptosporidium and Giardia. ii. The number of E. coli in raw water does not exceed 20/100 mL (or if E. coli data are not available less than 100/100 mL of total coliform) in at least 90% of the weekly samples from the previous six months. iii. Average daily turbidity levels measured at equal intervals (at least every four hours) immediately prior to where the disinfectant is applied, are around 1 NTU but do not exceed 5 NTU for more than two days in a 12-month period. iv. A watershed control program is maintained that minimizes the potential for fecal contamination in the source water. (Health Canada, 2003)
Data on levels of raw water Cryptosporidium and Giardia, E coli and total coliform levels are not available to compare with the corresponding IH criteria. However, records demonstrate that the required water standard for turbidity is not being met. Based on turbidity, and the approach taken by Interior Health to other deferral applications, the Savona system is not expected to be a candidate for filtration deferral.
Ultraviolet disinfection could be installed as a preliminary phase of a planned treatment upgrade. However, the turbidity of water treated by UV disinfection should be less than 1 NTU in order to achieve the target 3 log inactivation of Giardia lamblia and Cryptosporidium. Once filtration is in place, UV disinfection would not be required as post treatment after membrane filtration, but it could form part of a completed rapid gravity filtration treatment process. The building that would
SAVONA WATER MASTER PLAN 41 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 be required for the UV disinfection facility could be retained or demolished as part of the new construction.
Notwithstanding the turbidity constraints described above, the cost of an ultraviolet disinfection system is estimated as follows;
TABLE 8-3: ESTIMATED TREATMENT COSTS – UV DISINFECTION
ITEM DESCRIPTION UNIT ESTIMATE 1.0 General Insurance, Bonding, Mobilization, Demobilization, allow $65,000 Commissioning 2.0 Water Treatment Plant - UV Disinfection Supply Only UV Equipment and Services allow $155,900 3.0 Water Treatment Plant Foundation Excavation, Backfill, Foundation, Under Slab Piping, etc… allow $86,900 4.0 Water Treatment Plant Building Pre-Engineered Metal Steel Type Building, etc… allow $98,000 5.0 Water Treatment Plant Process Piping Process Piping, Valves, Flowmeter, Supports, etc… allow $75,000 9.0 Electrical, SCADA and Controls Electrical, SCADA, Controls, Instrumentation, etc… allow $95,000 Cost Estimate Summary Subtotal $576,000 Engineering - Allow (20%) $115,000 Contingencies - Allow (30%) $173,000 TOTAL PROJECT $864,000
SAVONA WATER MASTER PLAN 42 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 8.4.2 Upgrade to Water Treatment by Filtration
Interior Health supports the installation of a filtration process in Savona. A location for a future treatment facility has been identified adjacent to the Low Lift Pumphouse.
The primary objectives of filtration in relation to the Interior Health 4-3-2-1-0 objective will be to;
• Achieve 3 log removal or inactivation of Giardia Lamblia and Cryptosporidium, • Provide a 2nd method treatment, and • Reduce turbidity below 1 NTU.
It is left to chlorine dosing to achieve 4 log inactivation of viruses and 0 total and fecal coliforms and E. coli. Another benefit of filtration in this regard will be to coagulate and remove organic matter which absorbs chlorine and can lead to the formation of undesirable byproducts.
There are a number of filtration technologies that will effectively treat this water.
TABLE 8-4: SLOW SAND FILTERS
Description: The system comprises a filter with a fine sand media. A biological mat (schmutzdecke) forms on the surface of the bed. This layer traps particles and biodegrades organic material. This method of treatment has been in use since the 1800s. Advantages Disadvantages • 3.0 log protozoa inactivation credits • Can only handle limited turbidity. • Simple technology • Filter surface must be manually scraped off • Not reliant on electricity and the sand layer needs to be topped up • No chemical dosing from time to time. • Simple operation • Low filtration rate means a large facility is • There is no backwash stream to required which can mean the capital cost is dispose of. relatively high.
Slow sand filters were considered as a result of backwash disposal constraints. However, based on a standard filtration rate of 0.1m/h the filter area required is likely to be in the order of 1,000m2, compared to around 10 - 20m2 for a rapid gravity filter system. This will make construction costs relatively high. Labour costs can also be significant for slow sand filtration. As a rule of thumb, filter scraping requires approximately 5 hours of labour per 100m2 of filter surface and re-sanding requires approximately 50 hours of labour per 100m2 of filter surface. Filter ripening periods required after scraping and re-sanding can vary significantly.
Slow sand filtration has been used at 100 Mile House since 1985. The system struggles to treat water with turbidity over 6 NTU and re-sanding is required every 5 – 6 years at significant cost. The slow sand filter system is currently being phased out in favour of a groundwater source.
SAVONA WATER MASTER PLAN 43 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 TABLE 8-5: RAPID GRAVITY FILTERS – DIRECT FILTRATION
Description: The system comprises a filter with a medium sand media. The raw water chemistry is adjusted with coagulants and other chemicals to form larger particles from particles and dissolved substances which can be filtered out. Filtration with coagulation is normally done with open top filters rather than pressure filters as it gives better access to the media to check condition and performance, as well as to undertake maintenance for issues such as mudballing. Advantages Disadvantages • 2.5 log protozoa inactivation credits for • Direct filtration is only applicable for direct filtration systems with high quality and consistent • Compact size raw water (turbidity < 5 - 10 NTU). • Cost effective • When the raw water quality varies a great deal, rapid gravity filter plants require a high level of operator attention and skill. (systems tend to be EOCP level 3) • UV disinfection would be required as post treatment as 3.0 log protozoa removal is not achieved.
TABLE 8-6: RAPID GRAVITY FILTERS –PACKAGE SEDIMENTATION / RAPID GRAVITY FILTRATION
Description: The system comprises a clarifier and a filter bed enclosed in a tank. The clarifier settles out the coarse solids prior to filtration. The filter bed is typically comprised of a sand or sand / anthracite media. The raw water chemistry is adjusted with coagulants and other chemicals to form particles which are large enough to be filtered out. Once the filters become dirty they are backwashed with clean water. This backwash water is typically 3 – 5% of the total flow and must be disposed of to the environment. Rapid gravity filtration has traditionally been the most common form of municipal drinking water filtration. Advantages Disadvantages • 3.0 log protozoa inactivation credits for • Package filtration plants can handle water chemically assisted rapid sand with high turbidity >50 NTU. filtration with sedimentation • When the raw water quality varies a great • Compact size deal, rapid gravity filter plants require a • Cost effective high level of operator attention and skill. (systems tend to be EOCP level 3). • UV disinfection may be required as post treatment due to concerns over operational failure.
SAVONA WATER MASTER PLAN 44 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 TABLE 8-7: MEMBRANE FILTERS
Description: Water is pumped through a synthetic membrane with pores designed to exclude particles above the design size. Coagulants can be dosed to allow the filter to remove dissolved materials such as organics. Flow is reversed to flush the waste. The proportion of this backwash water increases as the pore size reduces. Regular chemical cleaning is also required. The membranes are housed in cartridges or may be immersed directly in tanks. Typically microfiltration or ultrafiltration would be used where the primary objective is turbidity / protozoa removal. Advantages Disadvantages • System can achieve 99.9% protozoa • Membrane filtration plants can handle removal. Protozoa removal is not water with moderate turbidity (>20 NTU) dependant on optimal raw chemistry. without pre-treatment. • More compact size than rapid gravity • Membrane systems can have a higher filtration. construction cost, including the costs to • Relative ease of operation (systems eventually replace the membrane tend to be EOCP level 2) cartridges. • Often fully automated for unattended • The membrane systems can lock the operation. owner into the one supplier for replacement • Membrane integrity can be tested parts (although systems with automatically. interchangeability are now available). • Depending on water quality, • Various chemicals are required for membrane filters can often be adequate backwash effectiveness. operated without coagulant addition • A relatively small quantity of chemical • UV disinfection post treatment is not clean waste water will need to be normally required by IHA with neutralised and trucked to a suitable membrane systems. disposal facility. The nearest location is • Membrane integrity is checked expected to be Kamloops. automatically by the system.
Of the options shown, the two which would be most suitable for this application are package sedimentation / rapid gravity filters and membrane filters. Membrane filters have some key advantages over rapid gravity filters for Savona;
• The labour required to maintain optimal performance is expected to be less than for rapid gravity filtration (1-2 hours per day for membrane filters, vs 2-4 hours for. rapid gravity filtration). • Operator certification will be to level 2 rather than level 3 with a membrane system. • Protozoa are effectively removed at all times, even if coagulation fails.
Membrane filtration is expected to be the preferred treatment option for Savona when this project reaches the detailed design phase. Pilot testing is commonly conducted in advance of design and construction to confirm details such as flux rates (for system size) and the chemical dosing requirements.
SAVONA WATER MASTER PLAN 45 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 Backwash Disposal
Rapid gravity filtration and membrane filtration (microfiltration) will produce a waste stream of approximately 3 - 5% of the forward flow. Backwash water commonly undergoes further treatment to reduce the waste volume, particularly at larger facilities.
The Savona system is not served by a municipal sewer and the waste must be disposed of to a septic system, infiltration basins, rock pits, or trucked off-site via a holding tank. The site constraints mean that it will be important to further concentrate the backwash water prior to disposal. Various processes are available to achieve this, but membrane treatment of the backwash has been assumed. The concentrated backwash would then be trucked away for disposal.
Wastes from the chemical clean process will discharge to a holding tank for trucking to a suitable disposal site.
High Lift Pumps
The high lift pump building would be abandoned and its functions incorporated into the new treatment building as part of the planned upgrade. The high lift pumps are currently being replaced and, depending on the timing of the treatment upgrade, could be transferred to the new facility.
Disinfection
Chlorination will be required for primary disinfection, targeting bacteria, viruses. The chlorine will also provide a residual in the distribution system to preserve the quality of water and protect against contamination.
Primary disinfection by ultraviolet disinfection would also be necessary to comply with Interior Health Authority requirements if a system other than membrane filtration is used.
Treatment Plant Building and Site
The TNRD have earmarked a site on the North side of Savona Access Road (See Figure 8-1). The site is within the 30-metre riparian protection zone. The TNRD Floodplain, Riparian, & Lakeshore Regulations and the BC Riparian Area Regulation normally require an assessment to be completed by a Qualified Environmental Professional to evaluate the impact of the building and to determine the width of the Streamside Protection and Enhancement Area. However, the TNRD’s utility sites are exempt from these requirements.
TNRD Zoning Bylaw No. 2400 specifies a flood construction level of 346.2 metres G.S.C. datum for land adjacent to Kamloops Lake. The existing site is below this elevation, so the floor level will need to be set higher than the surrounding ground.
SAVONA WATER MASTER PLAN 46 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 There is sufficient space available for the treatment systems. However, on-site wastewater disposal would be problematic.
Most components of the water treatment plant would need to be located indoors. The treatment building would house tanks, pumps, chemical storage and other systems. A general representation of the building housing a membrane filtration system is presented as Figure 8-3.
Costs
The Estimated costs for the treatment upgrade are as follows;
TABLE 8-8: ESTIMATED TREATMENT COST – MEMBRANE FILTRATION OPTION
ITEM DESCRIPTION UNIT ESTIMATE 1.0 General Insurance, Bonding, Mobilization, Demobilization, allow $65,000 Commissioning 2.0 Water Treatment Plant - Membrane Filtration Supply Only Filtration Equipment and Services, Incl Secondary Filter allow $1,265,000 3.0 Water Treatment Plant Foundation Excavation, Backfill, Foundation, Under Slab Piping, etc… allow $312,161 4.0 Water Treatment Plant Building Pre-Engineered Metal Steel Type Building, etc… allow $378,000 5.0 Water Treatment Plant Process Piping Process Piping, Valves, Flowmeter, Supports, etc… allow $145,000 6.0 Coagulation Equipment Chemical Pumps, Transfer Pumps, Storage Tanks, Mixer, allow $100,000 etc… 7.0 Chlorination Equipment Chemical Pumps, Storage Tank, Instrumentation, Piping, allow $45,000 etc… 8.0 Distribution Pumps Distribution Pumps, Valves, Flowmeter, Piping, Analyzer, allow $145,000 etc… 9.0 Electrical, SCADA and Controls Electrical, SCADA, Controls, Instrumentation, etc… allow $280,000 10.0 Wastewater Disposal System Tank, Piping, Dispersal Field, etc… allow $60,000 Cost Estimate Summary Subtotal $2,795,000 Engineering - Allow (20%) $559,000 Contingencies - Allow (30%) $839,000 TOTAL PROJECT $4,193,000
SAVONA WATER MASTER PLAN 47 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018
8.5 Water Distribution System
8.5.1 Distribution Improvements
Possible water distribution improvement projects are illustrated for consideration on Figure 8-4.
1. Looping within Community Core Area
As a method of homogenizing the chlorine residual in the pipe network and increase the reliability, level of service and fire flow protection to the community, TRUE recommends looping the community core area. This would include replacement of existing 50 mm diameter galvanized iron piping with 150 mm diameter, as well as new placement of pipe. A total of 660 m of new pipe placement would be required to loop this section of the distribution network. Replacement of the galvanized iron piping would bring the system up to current design standards, as it is no longer an acceptable piping material for buried water supply piping. Looping also has the additional benefit of trihalomethane (THM) reduction. THMs form through the reaction of chlorine with organic material. This chemical is regulated by the Guidelines for Canadian Drinking Water Quality.
2. Watson Road to Ballou Road Connection
In order to eliminate a dead-end on Watson Road and establish an additional system loop linking the north and south sides of the Highway the TNRD could consider linking the 150mm main at the east end of Watson Road with the 150mm main on Ballou Rd. A right of way in favour of the TNRD would be required to complete this loop. The impact of the right of way on the affected property and the relatively modest benefits make this a low priority. If Vista Drive is extended to Ballou Road, then a new watermain could be established to achieve the same benefit.
3. Pipe Replacement on Percy Street
There is a short section (50m) of galvanised iron piping on Percy Street. This should be replaced with new PVC service piping from Tingley Street.
4. Realignment on Kamloops Lake Drive
It is recommended that a pipe section be increased in size and relocated from private property to the road reserve at the west end of Kamloops Lake Drive. This will facilitate the development of existing lots at the east end of Kamloops Lake Drive. The work may be tied to applications to develop these properties, or the properties on which the watermain is currently located. A component of this project would involve looping back to Hillcrest Drive to address a fire hydrant serviced from an undersized main.
SAVONA WATER MASTER PLAN 51 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 100mm line feeds hydrant protecting Super Save Gas. Additional hydrant needed, ¯ fed from larger line. This part of watermain located on private land. 1:15,000 Needs to be realigned and upsized. Work will aid future development of land to North-east.
Intake, Low Lift 50 Pump House # 0 5 Kamloops Lake 1 High Lift 0 Pump House 5 R! 1 Abandon GI watermain. 50 0 5 0R! Construct new water services 1 10 0%, 0 60 10 #150 150 3 R! 0 50 0 1 R! Ballou Proposed Improvements R! 1 R! 5 0 50 0 Road (See Figure 8-5) 5 2 1 R! 0 0 Savona Community 5 25 1 1 R! 5 Consider creating redundancy 0 0 R! 150 25 to west end of distribution system 0 0 15 R! 150 25 R! 0 ad 150 15 # 50 e Ro 50 R! 0 R! R! RemA # tag 1 15 st ron We 2 a F R! 0 ive 12706 R! 00 7 von 15 R! Dr 1 5 5 Sa 50 son Proposed 0 1 t 0 30 Wa 50 0 # 00 Dedicated Supply Main 1 150 2 Abandoned
2 0 0 ! 5 R! 15 R! 7 R 100 0 Watson Drive East # 5 20 50 R! reservoir # 0 R! 1 7 on private 5 R! 0 1 50 Option to re-purpose main to 0 15R! 0 150 Install150 mm dia loop 0 2 20 200 100 R! 0 R! land. 20 0 become dedicated supply 1 150 0 Watson Drive East R! 200 R! 00 # # 200 R! main (see Figure 8-6) to Ballou Road 0 200 R! 0 2 0 5 Trans 2 Improvements to Canada HW Y 1 +$ accompany dedicated Two properties above the Legend supply main hydraulic grade of the network (see Figure 8-6) using jacuzzi pumps without Water Main Vavasour Road Jones Road Reservoir backflow prevention to obtain water. Size (mm) 30 Savona Equipment and Spectra Energy R! Transmission Station share a service Hydrant 50 from this location. They don't have individual # Standpipe 75 meters or shut offs. # Wall Hydrant 100 Water 150 Facility 200 %, Pump House 250 +$ Reservoir 300
FIGURE 8-4 PROPOSED WATER DISTRIBUTION IMPROVEMENTS 600 Drawing:379-491-Fig-SV-Water-Improvement Install 150mm dia through Replace 50 dia GI watermain ¯ Savona Lakeshore Park in 150 dia size. to form loops. 1:5,000 Replace 50 dia.galvanized watermain in 150 dia size.
Kamloops Lake 75
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100 1 d Roa ge 1 nta 5 Fro 0 na 50 0 avo 20 S 0 00 0R! 1 0 1 5 5 1 R! 2 0 150 R!
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0 Replace 50 dia GI 10 watermain along +$ Drury Lane in 150 dia. Legend Tra ns Canada HWY 1 Reservoir Water Main Size (mm) R! Hydrant 30 # Standpipe 50 Water 75 Facility 100 %, Pump House 150 +$ Reservoir 200
FIGURE 8-5 LOOPING WITHIN COMMUNITY CORE AREA (DETAIL 1) 250 Drawing:379-491-Fig-SV-Water-Improvement-Detail 5. Create System Redundancy to West End of Distribution System
The west end of the Savona water distribution system is serviced with a single 200mm Ø PVC main running for a distance of approximately 500m along Savona Access Road. This main is paralleled by a 100mm Ø asbestos cement main which dead-ends near Vavasour Road. In order to reduce reliance on the single PVC watermain and to assist with stabilizing service pressures along Hare Road, it is recommended that the existing 100mm Ø dead end asbestos cement water main be extended approximately 20m to connect with the PVC system at the Vavasour Road intersection. This extension would be valved to allow for isolation.
6. Hydrant Servicing Super Save Gas Station
The Millers Crossing gas station does not have adequate fire protection. The closest hydrant is serviced from a 100mm Ø distribution main. In order to improve fire flow in this area it is recommended that the fire hydrant branch be upsized to 200mm diameter. It should be noted that the target fire flow of 100 L/s for this gas station likely requires the use of two hydrants. A second hydrant feed line could be extended from Hillcrest Drive with the hydrant located just north of the railway crossing. Alternatively, a hydrant installed on the opposite side of the Highway could be effective, as the highway would probably be closed in the event of a gas station fire.
A water model analysis suggests that approximately 70 L/s fire flow potential is available in the system (with high lift pumps off). This fire flow rate is at the limit of what can be delivered by a single fire truck. The additional 30 L/s required to make up the 100 L/s required could be delivered by the second hydrant described above. However, the High Lift supply pumps would need to be running to deliver more than 70 L/s.
TABLE 8-9: WATER DISTRIBUTION SYSTEM IMPROVEMENT COSTS
Item Location/Description Estimated Cost 1 Looping within Community Core area $530,000
2 Construct water system loop from east end of $85,000 Watson Rd. to Ballou Rd. 3 Replace 50mm GI piping on Percy Street $35,000
4 Re-alignment of piping on Kamloops Lake Drive $145,000 and create loop to Hillcrest Drive 5 Create system redundancy to west end of water $80,000 distribution system 6 Upsize hydrant branch near Super Save Gas $40,000
7 Extend a new hydrant towards Super Save Gas $55,000 from Hillcrest Drive
SAVONA WATER MASTER PLAN 54 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 8.5.2 Dedicated Main to Reservoir
Because there is currently no dedicated supply main to the reservoir, the water supply pumps on the Savona Access Road pump directly to distribution. In advance of the construction of water system improvements that were completed in 2017, there has been considerable discussion regarding the possible creation of a dedicated supply main to the water storage reservoir.
The benefits of a dedicated supply main include establishing an efficient and static operational duty point for the high lift pumps, minimizing pressure fluctuations in the distribution system during pump cycles, and maintaining consistent water quality. Chlorine contact time can be more consistent, and a chlorination failure does not immediately affect customers.
The two most significant issues with a dedicated supply main in Savona are the cost of construction and the calculated impact on fire flow delivery potential, due to proposed re- purposing of existing water mains.
Dedicated supply mains are sized based on the required pump flow rate, while distribution mains are sized based on the fire flow rate. The size also balances the cost of larger pipe against pipe velocity and friction loss. A velocity greater than 1m/s gives a scouring velocity which ensures watermains remain clean and free of any sediment. A velocity of 1 m/s also results in relatively low friction loss which is desirable when conveying water long distances.
Conceptually, the creation of a dedicated supply main has been illustrated on Figure 8-6. As shown, the creation of a dedicated supply main would involve re-purposing approximately 1.6 km of existing watermains (shown as dashed-red on Figure 8-6) and construction of approximately 675m of new dedicated supply main (shown as solid-red on Figure 8-6). In order to maintain the ability to provide local fire flows, a new watermain would be required along Savona Access Road. This new watermain is shown in green Figure 8-6. This new main would be 300mm diameter and approximately 860m in length. In addition, water services to approximately fifteen properties along Watson Drive West would need to be moved to the watermain which was constructed in 2017. The costs for these changes are significant.
It is believed that the advantages of creating a dedicated supply main do not outweigh the significant costs for this community. As a result, the construction of a dedicated supply main has not been assessed in more detail. Nevertheless, the dedicated supply main can be revisited in the future if operational challenges are experienced by the TNRD.
SAVONA WATER MASTER PLAN 55 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018
8.5.3 Decommission Ballou Road Reservoir
The specific cost to decommission the existing original Ballou Road reservoir is dependent on the specific scope of the work. This can range from removing covers and filling with sand to complete removal and disposal. The most likely approach is to collapse the roof and fill the structure with clean fill. It is possible that the reservoir would have value to the land owner as a building foundation, although this has not been investigated.
TABLE 8-10: ESTIMATED COST TO DECOMMISSION BALLOU ROAD RESERVOIR
Description Unit Price Number Subtotal
Collapse roof and in-fill of reservoir $20,000 1 $20,000 structure Engineering and Contingency 35% $ TOTAL $20,000
SAVONA WATER MASTER PLAN 57 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 8.5.4 Water Meters
The proposed water meters would use Radio Frequency (RF) technology to enable the meters to be read from the street in front of the property. This RF technology greatly reduces the amount of staff time needed to collect the data as reading the meters is essentially done as a "drive by".
Also, in addition to measuring water consumption, the RF water meters that would be installed include advanced features that will flag the following possible issues with each meter read as follows: a) Continuous flow indication for leakage, b) Reverse flow indicating a system problem and possible risk to the public water supply, and c) Tampering indicator to help prevent water theft.
The TNRD’s consideration for determining where to locate water meters included the following considerations;
. Identifying system leaks: In reviewing minimum daily consumption data (particularly in winter months), it is evident that there are system leaks. As the TNRD has already completed a comprehensive leak detection and repair program for the distribution lines we can conclude that leaks also exist on private water lines. Water metering data will identify high consumption connections. New metering technologies can also identify and flag leaks. . Capturing all consumption: Rural lots are typically larger than those in urban centres, and homes are often set well back within the property. Sprinkler systems, both underground and surface can tie into the water service lines between the property line and the home. Placing meters within the dwelling will not capture water consumption related to tie-ins between the property line connection and the water meter located inside the house. Installing water meters inside the home will not capture any consumption related to leaks located between the property line and the home connection. Pit meters at the property line will capture all consumption and assist in identifying leaks on private property. . Ease of meter reading: Some homes are set well back on the property. Automated radio read equipment has a limited range, which may require entering private property to obtain a reading. In addition, many rural properties have locked gates or guard animals. Less time will be required to read meters at the property line as opposed to having to travel up long driveways. . Meter repair or replacement: Pit meters will always be accessible for service or replacement. Ease of access, employee safety and lower future operating costs were considerations in selecting this option.
SAVONA WATER MASTER PLAN 58 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 As a result, the cost estimate below is based upon RF water meters located inside houses and in metering pits.
TABLE 8-11: ESTIMATED WATER METERING COSTS
Description Unit Price Number Subtotal
In House Meter $600 215 $129,000 Meter Pit with 3/4" or 1" Meter $3,500 63 $220,500 Industrial Meter $4,500 7 $31,500
Industrial Meter & Manhole $6,000 9 $54,000 TOTAL $435,000
SAVONA WATER MASTER PLAN 59 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 8.6 Planning
8.6.1 Source to Tap Assessment
The IHA administers the provincial Drinking Water Protection Act’s provisions for source water protection. As a condition of the Savona system’s Permit to Operate, IHA has made it a requirement that the TNRD prepare a Source Water Protection Plan. Source Water Protection Plans address land use, the environment, habitat, fisheries and the complete hydrologic cycle with a view to safe guarding public health and ensuring safe potable water supplies for the long term. These plans have been called for in the past for large systems.
Discussion with IH staff has indicated that a Source to Tap Assessment would be more appropriate for the TNRD systems. The Source to Tap Assessment Guideline (S2TAG) provides a structured and consistent approach to evaluating risks to drinking water and serves as a tool for water systems to develop a more comprehensive understanding of the risks to drinking water safety and availability, how to operate more effectively, and how to produce the best possible water quality.
The S2TAG is comprised of eight modules, listed as follows:
Module #1 ‐ Delineate and characterize drinking water sources
Module #2 ‐ Conduct contaminant source inventory
Module #3 ‐ Assess water supply elements
Module #4 ‐ Evaluate water system management, operation and maintenance practices
Module #5 ‐ Audit water quality and availability
Module #6 ‐ Review financial capacity and governance of water system
Module #7 ‐ Characterize risks from source to tap
Module #8 ‐ Recommend actions to improve drinking water protection
8.6.2 Emergency Response Plan
It is recommended that the TNRD update the Savona emergency response plan with the planned methodology for intake pump replacement. The plan should include contingency plans for rapid deployment of the emergency pump skid, or other methods to maintain supply, such as use of fire fighting pumper trucks to keep the high lift pump well full.
SAVONA WATER MASTER PLAN 60 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 8.6.3 Water Conservation Plan Implementation
The community of Savona has high summer water consumption with a maximum per capita water consumption of 5,700 I/person/day.
In 2010 the TNRD completed a Water Conservation Plan for all TNRD community water supplies. The Water Conservation Plan focuses on the water consumption practices of domestic users within the water supply service area.
The TNRD is currently in the implementation phase of the plan, with significant effort applied to leak detection and repair, as well as bylaw enforcement.
The TNRD has recently introduced water conservation initiatives in selected communities that engaged the public and provided information tips and conservation products. Items such as spring loaded shut off nozzles, rain gauges, garden hose water timers, toilet leak detection tablets, toilet tank banks, and lawn signs were distributed at public events. Information related to lawn watering, water facts, rain gauge use and watering restrictions was also distributed.
A key future water conservation strategy proposed by the TNRD is the introduction of water metering programmes. Many municipalities in the BC interior have had success with such metering programs and metering is expected to address what appears to be significant leakage on private property in many communities.
A Water Conservation Plan updated is planned for 2018.
SAVONA WATER MASTER PLAN 61 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 9.0 Cost Summary
Cost estimates for the Savona Water System upgrades are summarized in this section. Construction of a new filtration system is the most significant cost. The proposed timeline for the filtration upgrade is based upon expected prioritization relative to other TNRD systems by Interior Health. In the short term, improved sodium hypochlorite storage space is needed at the High Lift Pump House.
TABLE 9-1: INTAKE AND TREATMENT UPGRADES
Description Cost Year Improve Sodium Hypochlorite Storage $16,000 2018 Upgrade Intake Pump $40,000 2025 Filtration Upgrade $4,193,000 2025 (including replacement of high lift pump house)
General improvements include water metering, which is a high priority for this community and will affect the cost of future treatment upgrades. The source to tap assessment may be called for by Interior Health if the implementation of filtration is delayed.
TABLE 9-2: GENERAL WATER IMPROVEMENTS
Description Cost Year Water metering $435,000 2019 Source to Tap Assessment $30,000 2019 Decommission Ballou Road reservoir $20,000 2030
SAVONA WATER MASTER PLAN 62 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018 The distribution improvements described in the Master Plan are designed to improve local service delivery issues or address concerns over pipe condition.
TABLE 9-3: DISTRIBUTION SYSTEM IMPROVEMENTS
Item Location/Description Estimated Cost 1 Looping within Community Core area $530,000
2 Construct water system loop from east end of Watson Rd. to Ballou $85,000 Rd. 3 Replace 50mm GI piping on Percy Street $35,000
4 Re-alignment of piping on Kamloops Lake Drive and create loop to $145,000 Hillcrest Drive 5 Create system redundancy to west end of water distribution system $80,000
6 Upsize hydrant branch near Super Save Gas $40,000
7 Extend a new hydrant towards Super Save Gas from Hillcrest Drive $55,000
Cost estimates are developed to the Class ‘C’ level, per Engineers and Geoscientists British Columbia (EGBC) Budget Guidelines for Consulting Engineering Services, Class ‘C’ estimates are defined as follows:
Class C estimate (±25-40%): An estimate prepared with limited site information and based on probable conditions affecting the project. It represents the summation of all identifiable project elemental costs and is used for program planning, to establish a more specific definition of client needs and to obtain preliminary project approval.
SAVONA WATER MASTER PLAN 63 THOMPSON NICOLA REGIONAL DISTRICT – APRIL 2018
APPENDIX A
Comprehensive Water Analysis
379-491 Water Analysis 2018 01 31.xlsx Savona 16/04/2018
Savona CWS Comprehensive Analysis Date Unit MAC AO 23-Jan-04 29-May-13 23-Sep-15 7-Dec-16 22-Aug-17 Max %MAC %AO Sample ID 3051712-01 5091920-01 6120720-01 7082222-01 Anions Chloride mg/L 250 0.51 4.48 3.8 2.75 4.48 2% Fluoride mg/L 1.5 <0.10 <0.10 < 0.10 <0.10 00% Nitrogen, Nitrate as N mg/L 10 0.183 0.118 0.051 0.103 0.183 2% Nitrogen, Nitrite as N mg/L 1 0.005 <0.010 <0.010 < 0.010 0.005 1% Sulfate mg/L 500 5.3 9.2 7.1 7.8 9.2 2% General Parameters 0 Alkalinity, Total as CaCO3 mg/L 34 37 38 34.8 38 Alkalinity, Phenolphthalein as CaCO3 mg/L <1 <1 < 1 <1.0 0 Alkalinity, Carbonate as CaCO3 mg/L <1 <1 < 1 34.8 34.8 Alkalinity, Bicarbonate as CaCO3 mg/L 34 37 38 <1.0 38 Alkalinity, Hydroxide as CaCO3 mg/L <1 <1 < 1 <1.0 0 Colour, True CU 15 14 <5 < 5 <5.0 14 93% Conductivity (EC) µS/cm 80 109 105 101 109 Nitrogen, Ammonia as N, Total mg/L <0.020 <0.020 0.043 0.027 0.043 Solids, Total Dissolved mg/L 500 63 49 70 64 70 14% pH 7.59 Turbidity NTU 0.49 Carbon, Total Organic mg/L 1.49 UV Transmittance @ 254nm % 79.5 94.2 90.7 93.7 94.2 Calculated Parameters 0 Hardness, Total (Total as CaCO3) mg/L 33.9 36.8 37.4 38.2 38.2 Hardness, Total (Diss. as CaCO3) mg/L 33.7 37.6 37.6 Nitrogen, Nitrate+Nitrite as N mg/L 0.188 0.118 0.051 0.103 0.0405 0.188 Dissolved Metals 0 Aluminum, dissolved mg/L <0.05 <0.05 0.011 0.0142 0.0142 Antimony, dissolved mg/L <0.001 <0.001 < 0.0001 <0.00020 0 Arsenic, dissolved mg/L <0.005 <0.005 < 0.0005 <0.00050 0 Barium, dissolved mg/L <0.05 <0.05 0.007 0.0075 0.0075 Beryllium, dissolved mg/L <0.001 <0.001 < 0.0001 <0.00010 0 Bismuth, dissolved mg/L <0.001 <0.001 < 0.0001 <0.00010 0 Boron, dissolved mg/L <0.04 <0.04 < 0.004 0.0331 0.0331 Cadmium, dissolved mg/L <0.0001 <0.0001 < 0.00001 <0.000010 0 Calcium, dissolved mg/L 10 11.2 11.6 11.4 11.6 Chromium, dissolved mg/L <0.005 <0.005 < 0.0005 <0.00050 0 Cobalt, dissolved mg/L <0.0005 <0.0005 < 0.00005 <0.00010 0 Copper, dissolved mg/L <0.002 0.006 0.0316 0.00197 0.0316 Iron, dissolved mg/L <0.1 <0.1 0.019 <0.010 0.019 Lead, dissolved mg/L <0.001 <0.001 0.0005 <0.00020 0.0005 Lithium, dissolved mg/L <0.001 0.002 0.0008 0.00081 0.002 Magnesium, dissolved mg/L 1.9 2.2 2.06 2.34 2.34 Manganese, dissolved mg/L <0.002 <0.002 0.0003 0.00022 0.0003 Mercury, dissolved mg/L <0.0002 <0.0002 < 0.00002 <0.000010 0 Molybdenum, dissolved mg/L 0.001 <0.001 0.0007 0.00056 0.001 Nickel, dissolved mg/L <0.002 <0.002 0.0004 <0.00040 0.0004 Phosphorus, dissolved mg/L <0.2 <0.2 < 0.02 <0.050 0 Potassium, dissolved mg/L 0.8 0.3 0.8 0.83 0.83 Selenium, dissolved mg/L <0.005 <0.005 < 0.0005 <0.00050 0 Silicon, dissolved mg/L <5 6 2.7 2.3 6 Silver, dissolved mg/L <0.0005 <0.0005 < 0.00005 <0.000050 0 Sodium, dissolved mg/L 1.8 7.3 4.69 4.38 7.3 Strontium, dissolved mg/L 0.07 0.08 0.067 0.0653 0.08 Sulfur, dissolved mg/L <10 <10 < 1 <3.0 0 Tellurium, dissolved mg/L <0.002 <0.002 < 0.0002 <0.00050 0 Thallium, dissolved mg/L <0.0002 <0.0002 < 0.00002 <0.000020 0 Thorium, dissolved mg/L <0.001 <0.001 < 0.0001 <0.00010 0 Tin, dissolved mg/L <0.002 <0.002 < 0.0002 0.00042 0.00042 Titanium, dissolved mg/L <0.05 <0.05 < 0.005 <0.0050 0 Uranium, dissolved mg/L 0.0002 0.0002 0.00029 0.000286 0.00029 Vanadium, dissolved mg/L <0.01 <0.01 < 0.001 <0.0010 0 Zinc, dissolved mg/L <0.04 <0.04 < 0.004 0.0298 0.0298 Zirconium, dissolved mg/L <0.001 <0.001 < 0.0001 <0.00010 0 Total Metals 0 Aluminum, total mg/L 0.1 0.0179 0.15 0.06 0.037 0.0304 0.15 150% Antimony, total mg/L 0.006 0.000023 <0.001 <0.001 < 0.0001 <0.00020 0.000023 0% Arsenic, total mg/L 0.01 0.0002 <0.005 <0.005 < 0.0005 <0.00050 0.0002 2% Barium, total mg/L 1 0.0155 <0.05 <0.05 0.008 0.0079 0.0155 2% Beryllium, total mg/L 0.000002 <0.001 <0.001 < 0.0001 <0.00010 0.000002 Bismuth, total mg/L 0.00002 <0.001 <0.001 < 0.0001 <0.00010 0.00002 Boron, total mg/L 5 0.013 <0.04 <0.04 < 0.004 0.0244 0.0244 0% Cadmium, total mg/L 0.005 0.00001 <0.0001 <0.0001 < 0.00001 <0.000010 0.00001 0% Calcium, total mg/L 10 11.5 12 11.5 12 Chromium, total mg/L 0.05 0.0002 <0.005 <0.005 0.0005 <0.00050 0.0005 1% Cobalt, total mg/L 0.000035 <0.0005 <0.0005 < 0.00005 <0.00010 0.000035 Copper, total mg/L 1 0.038 <0.002 0.01 0.0442 0.00182 0.0442 4% Iron, total mg/L 0.3 0.084 0.3 <0.01 0.07 0.034 0.3 100% Lead, total mg/L 0.01 0.0001 <0.001 <0.001 0.0012 0.00035 0.0012 12% Lithium, total mg/L 0.00115 <0.001 0.001 0.0008 0.00095 0.00115 Magnesium, total mg/L 7.21 2 2.2 2.22 2.38 7.21 Manganese, total mg/L 0.05 0.0079 0.005 0.003 0.0028 0.00179 0.0079 16% Mercury, total mg/L 0.001 0.0003 <.00002 < 0.00002 <0.000010 0.0003 30% Molybdenum, total mg/L 0.00139 0.001 <0.001 0.0008 0.00058 0.00139 Nickel, total mg/L 0.00062 <0.002 <0.002 0.0007 0.00065 0.0007 Phosphorus, total mg/L 0.05 <0.2 <0.2 < 0.02 <0.050 0.05 Potassium, total mg/L 0.9 0.4 0.87 0.86 0.9 Selenium, total mg/L 0.05 0.0002 <0.005 <0.005 < 0.0005 <0.00050 0.0002 0% Silicon, total mg/L <5 <5 2.8 2.4 2.8 Silver, total mg/L 0.00002 <0.0005 <0.0005 < 0.00005 <0.000050 0.00002 Sodium, total mg/L 200 12.4 2 7.6 4.84 4.28 12.4 6% Strontium, total mg/L 0.115 0.07 0.08 0.076 0.0696 0.115 Sulfur, total mg/L <10 <10 2 <3.0 2 Tellurium, total mg/L <0.002 <0.002 < 0.0002 <0.00050 0 Thallium, total mg/L 0.000002 <0.0002 <0.0002 < 0.00002 <0.000020 0.000002 Thorium, total mg/L <0.001 <0.001 < 0.0001 <0.00010 0 Tin, total mg/L 0.00001 <0.002 <0.002 < 0.0002 <0.00020 0.00001 Titanium, total mg/L <0.05 <0.05 < 0.005 <0.0050 0 Uranium, total mg/L 0.02 0.000676 0.0003 0.0003 0.0003 0.000281 0.000676 3% Vanadium, total mg/L 0.00043 <0.01 <0.01 < 0.001 <0.0010 0.00043 Zinc, total mg/L 5 0.0016 <0.04 <0.04 0.007 0.0338 0.0338 1% Zirconium, total mg/L <0.001 <0.001 < 0.0001 <0.00010 0 Volatile Organic Compounds (VOC) 0 Total Haloacetic Acids (HAA5) mg/L 0.08 0.0471 0.0471 59% Monochloroacetic Acid mg/L <0.0020 0 Monobromoacetic Acid mg/L <0.0020 0 Dichloroacetic Acid mg/L 0.02 0.02 Trichloroacetic Acid mg/L 0.027 0.027 Dibromoacetic Acid mg/L <0.0020 0 Total Trihalomethanes mg/L 0.1 0.077 0.077 0.052 0.0658 0.077 77% Total Trihalomethanes (as CHCl3) mg/L 0.077 0.077 0.077 Bromodichloromethane mg/L 0.01 <0.001 <0.001 < 0.001 0.0012 0.01 Bromoform mg/L 0.01 <0.001 <0.001 < 0.001 <0.0010 0.01 Chloroform mg/L 0.077 <0.001 0.052 0.0645 0.077 Dibromochloromethane mg/L <0.001 <0.001 < 0.001 <0.0010 0
APPENDIX B
Permit to Operate
"V Interior Health Health Protection
Permit To Operate
Drinking Water System 15 - 300 Connections
Facility Number: 0660247 Name of Facility: Savona Community Water System Address: 7101 Savona Access Rd Savona BC V0K 2J0 Canada Primary owner Thompson-Nicola Regional District Conditions: See Conditions on Permit
April 01, 2017 Effective Date Environmental Health Officer
June 02, 2017 Issue Date
This permit is nontransferable and must be displayed in o conspicuous place
807625 June 04 Interior Health
September 18, 2007
Thompson-Nicola Regional District 300-465 Victoria Street Kamloops, BC, V2C 2A9
Attention: Ms. Jennifer Besinger, Manager of Utility Services
Dear Madam:
Re: Conditions on Operating Permit for the Savona Community Water System
ln our correspondence June 6, 2007 we outlined our intention to add conditions to the Savona Community Water System operating permit. As outlined in our letter we have not received any comments on the proposed condition on the operating permit. Please note the following are explanatory notes and will serve as the formal conditions on the operating permit.
1. Provide a Certified Operator to Operate the System
It is required that water system is to be provided with a certified operator with the appropriate Environmental Operators Certification Program (EOCP) classification to the level of classification for the water system. Please provide us with a copy of the current EOCP system classification and operator certification documents.
2. Develop a Written Water System Monitoring and Sampling Program Operate in accordance with a written water quality monitoring program. The Water Quality Monitoring Program must include real time monitoring of the water disinfection process, real time monitoring of turbidity and representative bacteriological sampling. A copy of this plan must be submitted to Health Authority by January 1, 2008. (DWPA Section 11, DWPR Schedule A and B).
3. Emergency Response Plan
Operate in accordance with the emergency response plan. Update and submit the plan to the Health Authority annually. (DWPA Section 10, DWPR Section 13)
4. Cross-Connection Control Program (CCCP)
Operate in accordance to a cross-connection control program. A copy of the program must be 5 submitted to the Health Authority by January 1 1,2008. (DWPR Section 15)
.. 2
Bus: (250) 851-7340 Fax: (250) 851-7341 HEALTH PROTECTION Emall; [email protected] "Less Risk, Beller Ilea/th " Web: interiorhealth.ca 519 Columbia St., Kamloops, BC, V2C 2TB •
Page 2 May 31, 2012
5. Source Protection Planning
The TNRD is required to participate with stakeholders and government agencies as part of source protection planning. These programs provide an additional barrier for drinking water protection by helping reduce the risks to watersheds and raw water quality.
6. Provide Long-Term Plans for Treatment, Source, and Distribution System Improvements
As the water system is currently on a Water Quality Advisory, the TNRD must provide a plan for the future considering financial, technical and water quality objectives for sustainable water infrastructure. A copy of the long-term improvement plan must be submitted to the Health Authority by January 1, 2008.
8. Annual and Monthly Reports
Monthly reports are to be provided to Health Authority on pertinent information regarding operations, maintenance and ongoing monitoring associated with water quality, quantity, and significant changes to the water system. Monthly reports are to be provided to Health Authority no later then the 15th day of the following month.
Monthly reports should include: • a summary of information for the Water System Monitoring Program • any anomalies and corrective actions
Annual report on the status of the water system is to be provided to Health Authority and be made available to the users no later then June 30th of the following year.
The annual report on the status of the water system should include summary information for source protection, operator certification, Water System Monitoring Program, Cross Connection Control Program, Turbidity Monitoring Program, water disinfection processes, and long term plans for system improvements, Emergency Response Plan revision dates and trends identified in monthly reports. The report may also include upgrades to the infrastructure that have occurred in the previous year, plans for the next year, and long term plans for the water system, operator education and training that has occurred in the previous year, provide a summary of the years' process monftoring and identify any emergency situations or events that occurred in the previous year.
If you have comments in regard to the above, contact the undersigned directly at (250) 851- 7324.
Sincerely,
Zara Zychowicz, B.Tech, CPHl(C) Public Health Inspector
cc -Joe Rowlett, Senior Public Health Inspector -Bob Rippin, Senior Drinking Water Officer -Scott Mason, Public Health Engineer
F:\PH\HealthProt\Pubtic\TCS\PHI\Staff Folders\Zara\water\lron Mask - 18-09-07.doc
APPENDIX C
Water Modeling Results
T~U:
November 23, 2017 Our File: 379-491
Thompson-Nicola Regional District 300-465 Victoria Street Kamloops, BC V2C 2A9
Attn: Mr. Arden Bolton, Manager of Utility Services
Dear Sir:
RE: Savona Community Water System Upgrades - Water Modeling Results
Background and Introd uction This letter is written to summarize water modelling results for the Savona water system and expands on letters written on October 18, 2016 and April 27, 2017. The water modelling has been conducted to assist with sizing new high lift pumps for the water system to replace existing pumps which have reached the end of their service life. Also, the new pumps are meant to provide adequate flow for the established maximum daily demand of 35 Lis and also be consistent with water system upgrades currently being constructed for the Thompson-Nicola Regional District.
Since the previous letters were written, the water system upgrades in Savona have proceeded to the construction stage. These upgrades are nearing completion and are described as follows:
• Savona Access Road - 300mm diameter watermain to bypass an existing watermain restriction following the existing chlorine contact main; • Watson Drive West - 300mm diameter watermain to bypass an existing watermain restriction; and • Reservoir to Savona Street - 300mm diameter watermain complete with a 200mm supply main to access a new reservoir with a full water level of 411 .23m. This component also includes a new 300mm diameter highway crossing to Savona Street.
Each of the above water system upgrades were designed to reduce head losses within the system, thereby increasing fire flow. Please refer to TRUE's "Issued for Construction" drawing set 379-413-SR6 for further details. Water Model Preparation and Calibration Previous water modeling efforts described in the past letters were conducted utilizing an untested water model. For the purposes of this letter, TRUE prepared and calibrated a new water model. The assembly and calibration of this new water model is described in sequence as follows:
.. . /2
201-2079 Falcon Rood • Kamloops BC V2C 4J2 www. true.ca • tel 250.828,088 1 • fax 250.828.0717
ENGINfFRING tJ PlA"JNING URBAN DESIGN IAND SUINLYING Thompson-Nicola Regional District - 2 - Our File: 379-491 Attn: Arden Bolton, Manager of Utility Services
• Fire hydrant flow testing of existing fire hydrants was conducted on September 21, 2017. Six fire hydrant locations spread throughout the water system were tested to determine existing flow capabilities. The results of this flow testing are enclosed for your reference. • Water demand was reviewed for the period of these flow tests to assist with water model calibration. The demand during the flow testing period was found to be approximately 5.9 Lis or about 17% of maximum day conditions. Demand was determined by reviewing the SCADA recorded reservoir levels observed during the flow testing.
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00 100
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10 ·~-~-- ·--..-- ·-·_.._.__.·-- ---..-..-- M 2:00:00AM 5:00:00AM 8.00:00 AM 11:00:00AM 2:00.00 PM 5:00:00 PM 8:00.00 PM 11:00:00 7 9/21/2017 9/21/2017 9/21/2017 9/21/2017 9/21/20 17 8/21/2017 8/21/2017 8/21/201
The period from about 1pm to 5:40pm was utilized to determine representative demand. During this time period, the reservoir emptied from 99% to 84%.
• A water model was constructed utilizing an updated GIS water composite that was prepared under TRUE project number 379-501 . TNRD staff were also extensively consulted to provide a water composite that most closely reflects existing conditions of the water system (i.e. watermain size, material, install year, etc.). • Calibration of this water model was conducted utilizing the results of the fire hydrant flow tests. A description of the calibration steps taken to ensure that the water model bears a resemblance to conditions observed during the fire hydrant flow testing is described as follows: • Static pressures of fire hydrants were utilized to confirm elevation data. , Flow capabilities were utilized to confirm the accuracy of the water model. The head losses between the tested hydrants were also utilized to determine coefficients of friction for representative sections of watermain. An example of this process is described in the following section. The water demand and reservoir levels recorded during the flow testing were also both considered. • A system head curve for existing conditions (i.e. pre improvements) during maximum day demand is illustrated on the enclosed Figure 1.
. .. /3 Thompson-Nicola Regional District - 3 - Our File: 379-491 Attn: Arden Bolton, Manager of Utility Services
Coefficient of Friction Derivation Example
The following example is provided relating to the calculation of a watermain coefficient of friction. This example relates to flow test #2 which measured 58 Lis with a 40 psi (28m) pressure loss between fire hydrants. From the water system composite, the watermain in this area was determined to be 150mm AC pipe. This section of watermain was chosen as an example as it was the longest stretch of watermain tested. The example calculation is described as follows:
'" Pressure loss through the complete hydrant assembly was found to be 27 kPa (2.75m). This pressure loss was determined utilizing the following table courtesy of Terminal City.
u 11 a.: FIG,2 Hydrant Head t- Ill FIIU: II \'DRANT TESTS Capacity Loss ;:: IIEAD 1.oss-cm1ru:n: 11\'DR.\.NT 1 1000 min kPa c~ s b~ 1 3.45
Terminal City Slide Gate Hydrant Maintenance Manual- Figure 2
" A total friction loss of about 3.1 m was utilized when also considering an open gate valve and a 150mm diameter watermain lateral. • The friction head loss between fire hydrants can then be adjusted to account for mainline pipe only (i.e. 40 psi or 28m minus 3.1 m results in a mainline friction head loss of about 25m).
11 Finally, the Hazen-Williams equation was utilized to calculate a coefficient of friction for the pipe in question. For this section of pipe, the resulting coefficient of friction was found to be approximately 110. Note that this section of pipe is looped and would therefore not account for 100% of the flow. The water model indicated that about 80% of flow was travelling past the residual test hydrant during this test.
Utilizing this process for each fire hydrant flow test yielded an average coefficient of friction of 115 for AC pipe in the water system. Consistent with accepted design standards, PVC pipe was estimated to have a slightly higher coefficient of friction as compared to AC pipe. Therefore, the following coefficients of friction were utilized for modelling existing watermain:
11 AC pipe: 115 11 PVC and DI pipe: 120
... /4 Thompson-Nicola Regional District - 4 - Our File: 379-491 Attn: Arden Bolton, Manager of Utility Services
Water Model Results
Water system upgrades described earlier in this letter were then inserted as an alternative scenario in the water model and the scenario was utilized for determining a system head curve that included water system upgrades. Note that a variety of demand scenarios were utilized to provide multiple system head curves. Of most importance, maximum day demand and zero demand scenarios were utilized to determine the range of conditions that new high lift pumps would likely be operating under. Other factors utilized for determining the system head curve are as follows:
11 To determine maximum static head for the system, the reservoir was set at the FWL of 411.23m while the low water level of the existing high lift station wet well (i.e. 346m) was also utilized. The maximum static head is therefore 65.23m (92.8 psi). 11 A coefficient of friction of 130 was utilized for new PVC pipe. Accepted literature indicates that new PVC pipe has a coefficient of friction of about 150. Therefore, utilizing a coefficient of friction of 130 is conservative and would be indicative of aging pipe. • It is also important to note that the system curve and corresponding design point must also account for a maximum motor size of 50 hp since the TNRD previously installed VFD's rated for 50 hp. Therefore, proposed vertical turbine pumps are limited to this motor specification.
Consistent with the above factors, a system head curve for the Savona water system is enclosed for your reference (see Figure 1). The system head curve indicates that during no demand conditions the ideal design point would be about 47 Lis (745 USgpm) at 74m (243 ft) total dynamic head. Therefore, the friction head at this flow rate was found to be about 8.77m (28.8 ft) i.e. 74m minus static head of 65.23m. This ideal design point is consistent with the design point that was utilized for the high lift pump request for quotation package that was released to BC Bid on June 14, 2017 (about 47 Lis at 71.7m). Note that the tendered design point was later adjusted to 42.5 Lis (675 USgpm) at 71.7m (235 ft) based on horsepower limitations.
TRUE is also able to comment on pump performance throughout a range of flows since the TNRD previously received quotes for two different pumps rated for a similar design point. The pumps referenced in these quotes were the National K10HC 5 Stage and the Simmons SM10M 5 Stage vertical turbine pumps. A review of these two pump curves indicates that each pump would supply a flow of about 44.5 Lis (705 USgpm) at 68.5m (225 ft) during maximum day demand conditions. Therefore, the water model indicates that each of these pumps would operate between a flow rate of about 42.5 Lis and 44.5 Lis once the upgrades listed in the introduction have been commissioned. System head curves complete with the referenced pump curves are also enclosed for your reference. Figure 2 shows the National K1 0HC 5 Stage pump curve while Figure 3 shows the Simmons SM1 OM 5 Stage pump curve. These figures also show that flow would be increased to between about 65 Lis and 74 Lis if the two pumps were operated simultaneously. A review of the Simmons pump curve indicates that these pumps would operate at just less than 84% efficiency if both pumps were operating during maximum day demand conditions.
.../5 Thompson-Nicola Regional District - 5 - Our File: 379-491 Attn: Arden Bolton, Manager of Utility Services
Each of these referenced pumps operate on a steep curve within the range of favored flow rates. Steep pump curves such as these are preferable since small changes relating to the total dynamic head of the water system will not severely impact the high lift pump flows. Neither of the two pumps would achieve the desig n flow rate of 47 Lis given that they are limited to 50 hp motors.
Limitations Hydrant flow test numbers 4 and 6 (see enclosed map) resulted in overly low coefficients of friction for the adjacent mainline pipe. These test results may indicate that the water system in these areas may vary from conditions shown on the water composite. Two possible reasons for the low coefficients of friction may be that a constriction such as a partially closed valve is present between the tested hydrants or that the watermain size varies from historical records.
We trust that the provided technical assessment satisfies your requirements at this time. If there are any questions or concerns regarding the findings and recommendations provided, please do not hesitate to contact the undersigned.
Yours truly,
TRUE CONSULTING
SAC/slf
Enclosures: Fire hydrant flow testing results and map, system head curve, and pump performance curves
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Tested Static Pressure (psi) Flow Measured Tested Flow Pressure (psi) Location Description Time Flow Hydrant Residual Hydrant Usgpm L/sec Flow Hydrant Residual Hydrant 1 Test Hydrant H-08 11:33 79 78 1010 63.7 36 52 2 Test Hydrant H-13 12:05 ------83 75 920 58.0 30 70 3 Test Hydrant H-19 12:43 81 78 1125 71.0 45 62 4 Test Hydrant H-25 1:20 74 72 840 53.0 25 42 5 Test Hydrant H-27 1:35 70 62 950 59.9 32 45 6 Test Hydrant H-06 1:52 66 64 840 53.0 25 32 G
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60 42.SL/s@ 68m TDH I 55 0 ~ 10 20 30 40 so 60 70 80 EXISTING RESERVOIR@ 405m Pumping Rate (L/s)
- MDD (24 hrs) - - • MDD (20 hours) - • MDD (18 hours) --2017 Upgrades (No Demand) - 2017 Upgrades (Demand at 35 L/s) --Existing Conditions (Demand at 35 L/s) Figure 2
105 35 L/s• 42.5 L/sT 47 L/s Note: I ‐ Pump head curves are based on I I 100 Client's request for specification of a 50 I I T HP electric pump motor. I ‐ NPSHA: 27.2 ft (8.3m) I 95 I ‐ NPSHR: 15.1 ft (4.6m) I I I 90 I l
·1··········· 1'•••••• I 85 I ••••• ••• ••• ••• I •• •• •• I •• •• •• I •• 80 I I Pressure Head (m) 75 EXPECTED PUMPING RANGE BASED ON SYSTEM DEMANDS SHORT OF DESIGN POINT DUE TO 70 POST IMPROVEMENTS(NO DEMAND) HORSEPOWER LIMITATIONS BEP 65
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55 0 1020304050607080 Pumping Rate (L/s) MDD (24 hrs) --·MDD (20 hours) - -MDD (18 hours) 2017 Upgrades (No Demand) 2017 Upgrades (Demand at 35 L/s) - National K10HC 5 Stage (KPM) ‐ 83.6% efficiency ••••• National (2 pumps operating) Figure 3
105 35 L/s 42.5 L/s 47 L/s Note: ‐ Pump head curves are based on 100 Client's request for specification of a 50 HP electric pump motor. ‐ NPSHA: 27.2 ft (8.3m) 95 ‐ NPSHR: 11.1 ft (3.4m)
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Pressure Head (m) 75 EXPECTED PUMPING RANGE BASED ON SYSTEM DEMANDS SHORT OF DESIGN POINT DUE TO 70 HORSEPOWER LIMITATIONS POST IMPROVEMENTStNO DEMAND)
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55 0 1020304050607080 Pumping Rate (L/s) MDD (24 hrs) ---MDD (20 hours) - -MDD (18 hours) 2017 Upgrades (No Demand) 2017 Upgrades (Demand at 35 L/s) - Simmons SM10M 5 Stage (Mearls) ‐ 84.4% efficiency ••••• Simmons (2 pumps operating)