engineering report for the pretreatment of sanitary sewage

Lepp Distillery May 11, 2018 of 15

Engineering Report for the Pretreatment of Sanitary Sewage and Distillery Process

Washwater

Lepp Distillery APO Lot – Lakeshore Rd.

Town of Niagara-on-the-Lake

prepared by:

Eric Rozema and Andrew Hellebust, P.Eng., Rivercourt Engineering Inc.1

with

Lloyd Rozema, M.Sc., Aqua Treatment Technologies Ltd.2

May 11, 2018

1 Corresponding authors: Rivercourt Engineering, 4 Beechwood Crescent, Toronto ON M4K 2K8, tel

647-479-4104, fax 647-436-6852, [email protected], PEO CofA #100137732. 2 Aqua Treatment Technologies 4250 Fly Rd. Campden ON L0R 1G0, c: 905-327-4571, email:

[email protected].


1.0 Introduction Lepp Distillery (Lepp) is a new distillery proposed to be built on Lakeshore Rd. in Niagara-on-the-Lake. The distillery will produce 21,000 L of finished spirits per year. There will also be a retail, tastings, offices, and production onsite. This will produce a sanitary sewage flow along with the process washwater flow from the spirits production. The washwater and sanitary sewage will be combined and treated with a septic tank and an Aqua Wetland System (AWS) prior to further treatment and disposal in a class 4 system. This type of treatment system has been used for many wineries in the Niagara Region. It is assumed that distillery process washwater is similar to winery process water but slightly higher strength. A septic tank and Aqua Wetland System have been used in Niagara Region since 2011 to pre-treat winery process wastewater for small-flow wineries under 10,000 L/d to reduce the strength to that of domestic sewage such that the effluent can be processed through a Class 4 sewage system through the Ontario Building Code. The AQUA Wetland System (AWS) is a subsurface, vertical flow, constructed wetland. The sub-surface flow arrangement ensures public safety and no generation of odours. Physical, chemical, and biological processes combine within the AWS to remove contaminants from wastewater. Treatment occurs as the wastewater passes through the AWS media and the plant rhizosphere. Air dissolves into the water as it trickles over unsaturated media and a thin film around each root hair is aerobic due to the leakage of oxygen from the roots of the cattail plants. Decomposition of organic matter is facilitated by aerobic and anaerobic micro-organisms present. Microbial nitrification and subsequent denitrification releases nitrogen as gas to the atmosphere. Phosphorus is co-precipitated with iron, aluminum, and calcium compounds located in the root-bed medium. Suspended solids are filtered out by the media and subsequently decomposed. Harmful bacteria and viruses are reduced by filtration and adsorption by biological films on the media. A list of AQUA Wetland System installations can be found attached to this report.

The Aqua Wetland System as Pretreatment for High Strength Wastewater

The AWS with sand media achieves tertiary quality effluent and high levels of nitrogen removal. This design has been modified for use in pretreating high strength wastewaters such as from winery processes and grape crushing, abattoirs, dairy and cheese making, apple cider processing and landfill leachate. Modifications include:

• Longer residence time in anaerobic settling tank; • Coarser media (100% gravel with no sand to clog); • Lower areal loading rates; • Flow balancing within void space of media; • Longer residence time and anaerobic treatment by increasing water depth at

maximum hydraulic load; and • Recirculation for increase aeration and dilution of incoming wastewater.

The Aqua Wetland System is being used to treat dairy wastewater for small flows under 10,000 L/d, with influent concentrations of 2,000 mg/L BOD. The effluent from the AWS is considered equivalent to septic tank effluent and goes to conventional trenches


following Part 8 of the Ontario Building Code (OBC). Construction of an Aqua Wetland System

The following photos show the construction of a dairy farm system. The winery pretreatment system is two cells, but of similar size with minimum 6 m x 6 m cells. The system shown consists of a 3,600 L (800 gal) septic tank, a 3 cell AWS with 4.9 m (16') side cells, and subsurface disposal.

Above: 800 gal septic tank and cell plywood forms with liners and pump basins

Above: view of dosing manifolds over gravel media.


Above: finished system prior to planting.

Large-scale Wineries over 10,000 L/d

The Aqua Wetland System has been used successfully at a number of wineries treating over 10,000 L/d for both process wastewater and sanitary sewage from employees, tasting rooms, restaurants and retail areas. A pilot test in 2003 at EastDell Estates Winery established the effectiveness of using a pretreatment cell, called the Anaerobic Stationary Fixed Film (ASFF) reactor, to reduce the organic strength of the winery process wastewater such that it could be added to sanitary sewage in a standard 3 or 4 cell AWS system with sand or fine gravel media.

The pretreatment cell was generally operated at higher water levels to achieve a longer residence time. The treatment function is to reduce the strength of the septic tank effluent to the range of domestic sewage septic tank effluent. The top unsaturated layer of this recirculating filter is aerobic, whereas the water below can be anaerobic, with the initial idea that it was like a supercharged septic tank. A 2003 report to the MOE on EastDell Estates Winery described a successful trial of this approach, which allowed it to be approved and installed at EastDell, Fielding Estates, Angels Gate, Tawse, and Southbrook wineries. All wineries, and indeed all higher strength wastewater projects, use a larger size medium (than sand) in the first treatment cell, e.g. ¼” chipped limestone or pea gravel, with the final cells of the following AWS sometimes consisting of media as fine as industry standard concrete sand. In the EastDell trial, the average flow to the ASFF cell was 500 L/d, with flows ranging from 300 to 1,200 L/d. The influent was grape crushing wastewater after primary treatment in a septic tank. The ASFF influent averaged 3,720 mg/L BOD5. The ASFF reduced this to an average of 137 mg/L BOD. The mass applied was 500 L/d x 3,720 mg/L BOD = 1,860 g/d BOD. The mass out was 68 g/d BOD. The mass removed is 1,860 – 68 = 1,792 g/d. The EastDell ASFF was 5 m x 5 m or 25 m2 in area. Therefore, the mass removed per area is 1,792 / 25 = 72 g/d.m2 BOD. Of less importance is the hydraulic loading, but it was 20 L/d.m2 based on septic tank effluent. The actual dosing is much higher due to recirculation. The recirculation rate was not stated in the report, but a 1/6 hp pump was likely on continuously which could pump well over 10,000 L/d or 20 times the septic tank effluent. The hydraulic loading is limited


only when saturated conditions are reached, i.e. air cannot penetrate the media anymore, but for gravel this loading rate is much higher than the dosing rate used. A system to treat high strength wastewater for over 10,000 L/d generally consists of:

1. septic tanks for primary treatment; 2. recirculation tank to mix septic tank influent with recirculated water and to

denitrify recirculated nitrate; 3. a single cell ASFF to reduces high strength process wastewater; 4. a 3 or 4 cell AWS to produce tertiary quality and to reduce nitrogen; and 5. subsurface disposal (trenches or area bed).

At Southbrook Winery, process wastewater septic tank effluent and AWS effluent were measured and the results show the success of the ASFF+AWS approach (attached). The higher strength periods, during grape processing, show ASFF influent in the range of 1,310 to 1,460 mg/L CBOD. Effluent from the subsequent 4 cell AWS is non-detect CBOD. Based on flows of 20,000 L/d, and assumptions about the proportion of process to sanitary wastewater from the visitors centre the following table shows that the ASFF is loaded at 104 g CBOD per day per m2. The overall mass loading at Southbrook is 30 g/d.m2 CBOD including lower strength domestic sewage and the total ASFF + AWS area and with the final effluent achieving tertiary quality.

Flows Flow (L/d)

CBOD max

(mg/L) CBOD (g/d)

Area (m2)

Mass areal loading (g

CBOD /d.m2)

Process (area is ASFF) 10,229 1,460 14,934 144 104 Sanitary (area is AWS) 9,771 180 1,759 404 Area is ASFF + AWS 20,000 16,693 548 30

The pretreatment cell is similar to gravel recirculating filters. A US EPA factsheet on these filters lists a mass loading to gravel filters at up to 15 lb BOD per 1,000 ft2 per day, which equates to 73 g BOD per m2 per day. The void space in the wetland is used to balance the flow by passive flow restrictions and/or a timer controlling the effluent flow. This means that the water level in the wetland media rises and falls with peak flows. The maximum water level still allows sufficient depth of unsaturated media to oxygenate the water dosed. 2.0 Pretreatment for Small Wineries under 10,000 L/d For wineries under 10,000 L/d, the Aqua Wetland System has been used since 2011 as an acceptable pretreatment approach in the Region of Niagara to reduce the strength of winery process wastewater to that of raw domestic sewage such that a standard Class 4 system (septic system, secondary or tertiary treatment) can be installed after it.


Above: construction of winery AWS with 72 m2 total area

The single pretreatment cell design used for system over 10,000 L/d was modified into a 2 cell system with a lower areal mass loading rate in order to provide a greater safety margin for small systems. Coarse solids such as grape skins are to be removed and composted separately. The rest of the process wastewater goes to a process septic tank with a minimum of 3 days retention. An effluent filter reduces clogging of the gravel media in the 2 cell AWS. The approximately 70 g/d.m2 BOD areal mass loading used for the over 10,000 L/d designs is reduced to 50 g/d.m2 BOD for systems under 10,000 L/d and 2 cells in series are used. A minimum size of 2,500 L/d or an AWS area of 70 m2 is to be permitted. The process septic tank effluent is assumed to be 1,500 mg/L BOD (the approximate range found at Southbrook winery). Raw domestic sewage strength is reported to be on the order of 450 mg/L at a use of 189 L/d per person. Septic tank effluent with an effluent filter and the same level of water use is reported to be 130 mg/L (Crites, R., Small and Decentralized Wastewater Management Systems, 1998). The effluent target for the AWS is 100 mg/L BOD, which is a lower concentration than typical domestic sewage septic tank effluent and the Niagara Region sewer use bylaw limit of 300 mg/L BOD. As an example of sizing the AWS, for the minimum approvable design flow of 2,500 L/d process wastewater design flow, the mass BOD in the process septic tank effluent is:

2,500 L/d x 1,500 mg/L x 1 g / 1,000 mg = 3,750 g/d. The mass BOD leaving the AWS is to be:

2,500 L/d x 100 mg/L x 1 g / 1,000 mg = 250 g/d. The mass of BOD to be removed is: 3,750 – 250 = 3,500 g/d. The total minimum area of the AWS is: 3,500 g/d / 50 g/d.m2 = 70 m2. Due to 0.61 (2 ft) centres on dosing pipes, the minimum constructed area is 72 m2.


The AWS system can be adapted to also treat sanitary sewage or even to produce an effluent below 100 mg/L BOD as is done for MOECC approvals over 10,000 L/d. As the target effluent BOD concentration goes down, ultimately to tertiary levels, the overall mass loading goes down to 10 g/d.m2 and more than 2 cells are eventually required. For BOD mass removals down to the range of 100-300 mg/L BOD, a mass removal of 50 g/d.m2 is appropriate and 2 cells are sufficient. Adding sanitary sewage to the winery washwater has benefits in that it adds nitrogen and phosphorus nutrients to create a more balanced diet for the bacteria and the sewage lowers the strength of the wastewater, making it more biodegradable. Since sanitary sewage is already in the range of the sewer use bylaw, in is approximately neutral in terms of sizing of the cell area for mass BOD removed per area. Where sanitary sewage is generated in proximity to the winery washwater, it is likely easier to flow by gravity to the pretreatment than to the Class 4 system after pretreatment. The hydraulic loading rate per area for combined winery washwater and sanitary sewage is checked to ensure that the media can pass the water.

Above: winery AWS with 264 m2 total area before planting


3.0 Site Specific Design

3.1 Wastewater Flow Analysis The area of the AWS is determined by the mass of BOD to be treated with a check that the resulting hydraulic loading rate falls within an acceptable range. The projected sanitary and process water flows are presented below. Sanitary Sewage to Pretreatment The distillery will have 4 production employees working 8-hour shifts. The total office space will be 18 m2. There are three toilets and one urinal (assume 50% flow of toilet) accessible to retail customers. The retail floor area is 193 m2. There is one loading dock. The design flow is categorized as follows: unit # units L/d per L/d

office 9.3 m2 2 75 150

production employees 8 h shift 4 75 300

retail (floor area) 9.25 m2 21 40 840

retail (WCs) WC 3 950 2,850

retail (urinals = 50% WC) Urinal 1 475 475

loading docks Loading dock 1 150 150

TOTAL 4,765

Therefore, the peak sanitary sewage design flow is 4,765 L/d Process Wastewater Wineries, breweries, and distilleries operate with the same basic idea of combining an organic product with yeast to produce alcohol. As a result, the byproducts that end up in the wastewater will have a high organic load. There are many differences between wineries, breweries, and distilleries but the approach to treating the wastewater is similar, provide an aerobic treatment pathway that will breakdown the organic the material and also remove any residual nutrients. In a distillery the majority of the volume will come from the washing of tanks and other equipment. This is known as ‘clean-in-place’, or CIP. The washwater contains residual material from the tanks and equipment and as a result will have a high organic load and a large BOD. The first step in the treatment process will be a septic tank with at least three days retention time to settle out solids. After the septic tank it is estimated that the BOD will be 2,500 mg/L. Solid waste from the fermentation process (spent grain, yeast, etc.) will be kept out of the wastewater and trucked offsite to be composted or used as animal feed. Experience from the design and operation of the AWS at Dillon’s Small Batch Distillers (Beamsville, ON) was used when estimating the volumes and strength of the


wastewater. Rivercourt also contacted Corson Distillery Systems who are assisting the design of Lepp Distillery. They estimated that a distillery the size of Lepp would generate approximately 1,100 L/week or 160 L/d of washwater from CIP. Another approach to estimate the volume of washwater is to use a ratio of product to wastewater. For a distillery the literature lists the ratio at 15 to 10 L of wastewater for each litre of finished spirit (Beltran et al., 2001; Ravikumar et al., 2007). To provide a conservative estimation, a ratio of 15 to 1 ratio, process water to finished spirit will be used. Lepp plans to produce 21,000 L/year of finished spirits. 21,000 L/year product at 15:1 ratio gives 863 L/d of wastewater It is assumed that there will three peak days in a week when the majority of the wastewater is produced. The treatment system will be designed with the capacity for the peak days: 863 L/d x 7 d = 6,041 L/week 6,041 L/week / 3 peak days = 2,014 L/d Adding a safety margin of 25% to the maximum daily flow above: 2,014 L/d + 25% = 2,517 L/d Therefore, the wastewater design flow is 2,517 L/d Design Flow to Proposed Treatment System

flow (L/d)

sanitary sewage 4,765

process wastewater 2,517

total calculated flow 7,282 The total design flow that will be treated by the proposed septic system is 7,282 L/d. 3.2 Process Settling Tank and Pump Tanks Minimum septic tank volumes are based on 3-day retention time for non-residential flows.

L/d min. HRT (d) min. volume (L)

Distillery (sanitary and washwater) 7,282 3 21,846

A 25,000 L dual chamber septic tank (Wilkinson or equiv.) with minimum 3.0 days


residence time is proposed. Following the process septic tank, the proposed pump tank is 7,900 L (Winona Concrete or equiv.) with a 0.4 hp effluent pump. For commercial installations, a pump tank of 1 day residence time is desirable to minimize the possibility of stopping operations for pump maintenance. 3.3 Aqua Wetland System Pretreatment is receiving sanitary sewage process wastewater. The mass of BOD from the process septic tank effluent going to the AWS is calculated as follows.

design flow

(L/d) BOD in septic tank

effluent (mg/L) BOD (g/d)

Sanitary sewage 4,765 130 619

Process wastewater 2,517 2,500 6,293

total 7,282 - 6,912 The mass of BOD to be removed is as follows.

design

flow (L/d) BOD in septic tank

effluent (mg/L) BOD (g/d)

Septic tank effluent 7,282 949 6,912

Target AWS effluent 7,282 100 728

BOD to be removed by AWS - 6,184

The minimum area of AWS required to remove this mass of BOD is: 6,184 g/d / 50 g/d.m2 = 123.7 m2 The AWS will have two cells, each 61.8 m2 for a total area of 124 m2. 3.4 Flow Balancing Passive flow balancing is achieved using a stand pipe with orifices which restrict the flow of cell 1 effluent into the cell 2 dosing chamber, allowing peak flows to cause the water level to rise in cell 1. For example, at approximately 40% void space, one 61.8 m2 cell of the AWS can store 24,720 L per 1 m water rise. Letting the water rise 0.3 m, for example, would store 7,420 L.


3.5 Recirculation and Pump to Class 4 System AWS Cell 2 contains a pump with an outlet that branches into two valved pipes, one to the Class 4 system (by others) and the other to re-dose cell one (via the second chamber of the process septic tank, pump tank, or cell 1 manifold with the most practical method to be determined on site). A recirculation rate of at least 100% of the design flow is recommended. This recirculation dilutes the strength of the influent and adds oxygen to the water as it gets dosed multiple times through the media.

4.0 Detailed Description of the Proposed Works

Total Design Capacity: daily design flow of 7,282 L/d combined flow of sanitary sewage and distillery process water.

Pretreatment System

1. One (1) 25,000 L dual chamber septic tank (Wilkinson or equiv.) with effluent filter receiving sanitary sewage and distillery process water, discharging by gravity to the pump tank below;

2. One (1) 7,900 L pump tank (Winona or equiv.) to dose the AWS with effluent pump operating on demand via float, discharging via a 51 mm (2”) Sch 40 PVC pipe (or equiv.) to the Aqua Wetland System below, with high level audible and visible alarm;

3. One (1) Aqua Wetland System (AWS) with a total area of 124 m2, consisting of two cells and two dosing effluent pumps (Myers ME50 0.5 hp or equiv.) capable of pumping 140 L/min at 6 m total head, with cell 2 dosing pump operating on demand via float and effluent pump operating float with discharge to the Class 4 system, with a high level audible and visible alarm;

The design of the Class 4 System is by others.

5.0 Proposed Monitoring Program

Sampling and analysis of water discharged from cell 2 of the AWS is to be performed to determine the concentration of the following parameters:

CBOD5

BOD5

Total Suspended Solids

Sampling frequency: monthly sampling, with weekly sampling during crushing period in year 1, with a possible reduction in frequency upon approval by Niagara Region thereafter.


Design objectives: Best efforts will be used to operate the Aqua Wetland System with the objective that the concentrations of materials named below, and discharged to the Type A Dispersal Bed, meet the requirements listed in the Niagara Region Sewer-Use By-law as follows:

BOD5 300 mg/L

Suspended Solids 350 mg/L

6.0 Contingency Plan

Should the AWS experience operational problems during its service life, the septic tank will be pumped and the contents disposed of by an operator licensed by the Ministry to do so until the problems are corrected.

7.0 Drawings

1. Flow Schematic 2. Wetland Overview 3. Wetland Details

8.0 References

Beltrán, F.J., Álvarez, P.M., Rodríguez, E.M., García-Araya, J.F., Rivas, J., 2001. Treatment of high strength distillery wastewater (cherry stillage) by integrated aerobic biological oxidation and ozonation. Biotechnol. Prog. 17, 462–467.

Ravikumar, R., Saravanan, R., Vasanthi, N.S., Swetha, J., Akshaya, N., Rajthilak, M., Kannan, K.P., 2007. Biodegradation and decolourization of biomethanated distillery spent wash. Indian J. Sci. Technol. 1, 1–6.

9.0 Conditions of Approval Based on preconsultation with Niagara Region, the following conditions are anticipated.

1. A sewage permit application is required for the septic tank that will receive treated effluent from the Aqua Wetland System (AWS).

2. An Annual Report is to be submitted to the Region with sampling results of the AWS effluent and confirmation of the successful completion of the required annual operation and maintenance.

3. The Operation and Maintenance manual is required prior to the finalization of the permit after construction. The O&M manual is to include as-built pictures, drawings and information.


4. A letter is required stating that Aqua Treatment Technologies was on-site supervising the installation of the AWS and that it was installed as per the design and is acceptable.

5. A copy of the maintenance agreement is required between the winery/owner and Aqua Treatment Technologies.

6. The sewage permit will be revoked if the Region does not receive the annual reports.

7. Regional Inspectors will be able to review and approve of the installation of the septic tank

10.0 Contact Names of Owner/Operators of Constructed Systems Eastdell Estates Winery, Scott McGregor, [email protected] Fielding Estates Winery, Curtis Fielding, [email protected] Southbrook Vineyard, Scott Jones, [email protected] Tawse Winery, Brad Gowland, [email protected]

Prepared by: Eric Rozema, M.Sc. Checked by: Andrew Hellebust, P.Eng.

May 11/18


List of Projects using the AQUA Wetland System # Site name MOECC Approvals issue/amendment date 1 Niagara Under Glass 2111-4QTPKG April 1998, Nov. 7, 2000 2 Pelee Island Winery 7486-4NBQUU September 21, 2000 3 Peninsula Ridge Winery 3455-58UM2Y May 8, 2002 4 EastDell Estates Winery 4649-5PFH67 July 23, 2003 5 Vineland Estates Winery 6572-5ECQU9 October 16, 2002 6 Angels Gate Winery 0220-5G3KTZ February 14, 2003 7 Kurtz Orchards 7056-5FTQBU December 19, 2002 8 Tawse Vineyards 1110-6PGNL4 May 31, 2006 9 Welland Golf Club 7157-5A5NQE June 6, 2002 10 Georgian Bay Fishing Camp 2787-5E4NAH February 2, 2003 11 Lunge Lodge 5898-5JA2EH February 25, 2003 12 Rol-land Farms Limited 0798-6UJKZD October 27, 2006 13 Oakrun Farm Bakery 7266-6UAHUY October 18, 2006 14 Epping Forest Trailer Park 5029-5TVK8Z March 29, 2004 15 York Skeet Club 5540-5R3L3J October 17, 2003 16 Ben Hale 6886-632GB9 August 4, 2004 17 Attwood Lodge 6873-66YHKC March 2, 2005 18 Whole Village 0073-639N23 August 9, 2004 19 CRO Quail Farms 8626-63WM75 October 1, 2004 20 Flat Rock Cellars 6320-65RK3R November 17, 2004 22 Fielding Wines Limited 2161-6GUJUV October 12, 2005 23 Missanabie Cree First Nation 6827-62QN5E August 11, 2004 24 Dunlop Lake Lodge 9897-6H9HPS November 1, 2005 25 Denison House 6458-66YT7E January 10, 2005 26 Gertrude Seagram 9628-5VCKV5 April 13, 2004 27 Musky Bay Lodge 4096-64WS6Z unknown 28 Anchor and Wheel 8252-6PGH54 May 31, 2006 29 Southbrook Farms 4143-6Y7SC4 March 2007 30 Sheila Morrison School 6024-6XOJ49 June 18, 2007 31 Valleyview Public School 9287-747L7Y July 31, 2007 32 Mike Weir Estate Winery 9532-79EM9M Dec. 13, 2007 33 Ottawa Valley Waste Recovery Centre 0805-7CMSR6 May 27, 2008 34 Brighton Shores Summer Estates 1449-84WHW5 May 3, 2010 35 Chippawa Creek CA 4587-85ZR74 July 12, 2010 36 Angels Gate Wineries 5046-829MHA July, 2010 37 Dodge Haulage and landfill 4446-8FVRPR July, 2011 38 Bennett's Apple & Cider 5001-8JVRUA August 2011 39 Bluewater Greenhouses 9907-8N7HDW November 22, 2011 40 University for Islamic Learning 3599-8D4K3F February 15, 2012 41 Cherryvale Organic Farm 1567-8SCNV3 April 3, 2012 42 Manitoulin Island Community Abattoir 7319-8RWPYC November 15, 2012 43 Redstone Winery (restaurant) 1483-9DVKA3 December 10, 2013 44 W. Martens Greenhouses Inc. 5256-9NNJH9 November 4, 2014 Municipal Approvals (< 10,000 L/day)

45 Eastpark Campground Township of Leamington (Sanitary sewage) 46 Vin Villa Estates Township of Leamington (Sanitary Sewage) 47 Fifthtown Artisan Cheese Factory Prince Edward County (Cheese factory Wastewater)


48 Primeridge Pure Cheese Plant Municipality of Grey Highlands (Cheese factory Wastewater) 49 Ivan Martin Dairy Farm Waterloo Region (Milkhouse Washwater) 50 Mark Brubacher Dairy Waterloo Region (Milkhouse Washwater) 51 Ivan Bauman Dairy Farm Waterloo Region (Milkhouse Washwater) 52 Calvin Bauman Dairy Farm Waterloo Region (Milkhouse Washwater) 53 Earl Grettenbrger Dairy farm State of Michigan (Milkhouse Washwater) 54 DiProfio Wines Niagara Region (Winery WW / Sanitary sewage) 55 Lincoln Farm Winery Niagara Region (Winery WW / Sanitary sewage) 56 Custom Crush Winery Niagara Region (Winery WW / Sanitary sewage) 57 Dillon Small Batch Distillers Niagara Region (Winery WW / Sanitary sewage) 58 Angels Gate Kew Vineyards Niagara Region (Winery WW / Sanitary sewage) 59 Greenlane Estates Winery Niagara Region (Winery WW / Sanitary sewage) 60 Westcott Wines Niagara Region (Winery WW / Sanitary sewage) 61 Domaine Queylus Winery West Lincoln (Winery WW / Sanitary sewage) 62 Greenlane Estates Winery Niagara Region (Winery WW / Sanitary sewage) 63 Vieni Estates Niagara Region (Winery WW / Sanitary sewage) 64 Palmateer meat products Belleville Health Canada Approvals 65 Whitefish Lake First Nation (Sanitary sewage) 66 Six Nations Bingo Hall (Sanitary sewage) 67 Whitefish River First Nation (Sanitary sewage)

NPDES (U.S.) permit:

68 Timberlands Sanitary Landfill, Brewton, Alabama (Landfill Leachate)

Storm water treatment:

69 Veridian Utilities, Ajax, Ontario, 2010 70 University of Waterloo, Waterloo, Ontario, 2011

Greenhouse Leachate water (reuse, zero discharge) 71 RosaFlora Greenhouses, Dunnville 72 Fennstra Flowers, Dunnville 73 Ontario Plants Propagation, St. Thomas 74 Jayden Floral, Dunnville 75 Spring Valley Gardens, St. Catharines 76 HiHoJo Farms, Wellandport, pond water treatment (used for livestock water supply)

engineering report for the pretreatment of sanitary sewage

Documents