WOM Wastewater Management project

WATER SERVICES AND SYSTEMS MANAGEMENT
1 8 0 R i v e r s i d e A v e n u e , M o u n t H o p e , T r i n i d a d
Telefax: 1.868.638.2548 - Mobile: 1.868.319.0214 - e-mail: w ssmltd@gmail.com
WASTEWATER MANAGEMENT PROPOSAL
PROJECT: WORLD OUTREACH CHURCH MINISTRIES
17 MORNE COCO ROAD, PETIT VALLEY - TRINIDAD
Prepared and Calculated by
JEFFREY A. JAMES Dip Pl Cr, Dip Env. Mgmt. MTPATT
October 2013

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WORLD OUTREACH CHURCH MINISTRIES
WASTEWATER MANAGEMENT PROPOSAL ©WSSM Ltd - 2013
a
TABLE OF CONTENTS
1.0 INTRODUCTION 1
2.0 ESTIMATED POPULATIONS 2
3.0 WASTEWATER MANAGEMENT STRATEGY 2
4.0 WASTEWATER MANAGEMENT SYSTEMS 5
4.1 Conder Environmental Solutions Techflo SAF 5
4.1.1 Process and Plant Description 6
4.2 Disinfection 7
4.3 WWTP Seeding 8
4.4 Septic Tank System 9
4.4.1 Septic Tank 9
4.4.2 Soakaway Pit 9
4.5 Laundry 11
5.0 KITCHEN SINK 11
5.1 Grease Trap 12
Tables
1 ESTIMATED PEAK POPULATIONS 2
2 DAILY WATER CONSUMPTION PER STRUCTURE 3
3 DAILY WASTEWATER DISCHARGE PER STRUCTURE 4
4 PERMISSIBLE LEVELS COMPARISON 6
5 CALCULATIONS FOR SEPTIC TANK SYSTEM 10
6 GREASE TRAP CALCULATIONS 12
Figures
1 WWTP Process Flow diagram 7
2 Double Compartment Septic Tank 9
3 Kitchen Sink to Grease Trap Process Flow diagram 11
4 50lb capacity Grease Trap 12
Appendices
Plant loading Profile i - ii
Composition of Domestic Wastewater iii
Water Pollution Rule iv
Specifications for UV Units v - viii

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WASTEWATER MANAGEMENT PROPOSAL ©WSSM Ltd
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1.0 INTRODUCTION
The WORLD OUTREACH CHURCH MINISTRIES proposes to develop a MULTI-
BUILDING COMPLEX on 1.054 Hectares of land at 17 MORNE COCO ROAD,
PETIT VALLEY and this building development will consist of the following
structures with the intended utilization :
 All Purpose Hall
o Church Sanctuary/Cultural Centre
o Accommodation for visiting Pastors
o Security
 Hostel
o Hostel Accommodation
 Mini Mart/Food Court
o Supermarket
o Cultural/Training Centre
This report shows the Wastewater Management concepts, components and
mitigating measures to be implemented to ensure that Wastewater generated
from this proposed development will not negatively impact the surrounding
natural and built environments.

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2.0 ESTIMATED POPULATIONS
The estimated peak populations for the various structures are projected to be
as follows in Table 1:
ESTIMATED PEAK POPULATIONS
STRUCTURE VISITORS STAFF POPULATION
1
All Purpose Hall 340
Church Sanctuary/Cultural Centre 300 20
Accommodation for visiting Pastors 8 2
Security 10
2 Hostel 60
Hostel Accommodation 50 10
3
Mini Mart/Food Court 62
Supermarket 20 6
Cultural/Training Centre 30 6
TOTAL POPULATION 462
Table 1
3.0 WASTEWATER MANAGEMENT STRATEGY
In order to effectively and efficiently manage both Black and Gray
Wastewater Discharges from the various structures within the Complex, we
propose to utilize as indicated in Table 3:
Three (3) independent Wastewater Management systems
I. two (2) Conder Environmental Solutions - Techflo SAF 35
II. one (1) Septic Tank/Soakaway
According to WASA’s GUIDELINE FOR DESIGN AND CONSTRUCTION OF WATER
AND WASTEWATER SYSTEMS IN TRINIDAD AND TOBAGO, Water Consumption
[Table 2.1, pp11] and Wastewater Flow [Table 3.1, pp18] will be based on the
TYPICAL (Litre per day) CONSUMPTION AND DISCHARGES

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DAILY WATER CONSUMPTION PER STRUCTURE
USER UNIT AMOUNT
TYPICAL (LPD)
CONSUMPTION
TOTAL
CONSUMPTION
(LPD)
All Purpose Hall
Church Sanctuary/Cultural Centre
Seat 300 15 4500
Employee 20 83 1660
Accommodation for visiting Pastors
Guest 8 150 1200
Employee 2 75 150
Security Employee 10 50 500
Water Consumption for All Purpose Hall (lpd) 8,010
Hostel
Hostel Accommodation with Laundry
Facilities
Guest 50 150 7500
Employee 10 75 750
Water Consumption for Hostel Accommodation with Laundry Facilities (lpd) 8,250
Mini Mart/Food Court
Supermarket
Person 20 6 120
Employee 6 50 300
Cultural/Training Centre/Food Court
with Kitchen
Seat 30 15 450
Employee 6 75 450
Water Consumption for Mini Mart/Food Court with Kitchen (lpd) 1,320
Total Water Consumption for World Outreach Ministries (lpd) 17,580
Table 2

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Table 3
DAILY WASTEWATER DISCHARGE PER STRUCTURE
STRUCTURE UNIT AMOUNT
TYPICAL
(LPD)
DISCHARGE
TOTAL
DISCHARGE
(LPD)
WASTEWATER
MANAGEMENT
SYSTEM
1
All Purpose Hall
Conder
Environmental
Solutions -
Techflo SAF 35
Church Sanctuary/Cultural Centre
Seat 300 12 3600
Employee 20 60 1200
Accommodation for visiting
Pastors
Guest 8 120 960
Employee 2 60 120
Security Employee 10 40 400
Wastewater Discharge (black and grey water) from All Purpose Hall 6,280 Litres per Day
2
Hostel
Conder
Environmental
Solutions -
Techflo SAF 35
Hostel Accommodation with
Laundry Facilities
Guest 50 120 6000
Employee 10 60 600
Wastewater Discharge (black and grey water) from Hostel 6,600 Litres per Day
3
Septic
Tank/Soakaway
Pit
Supermarket
Person 20 5 100
Employee 6 40 240
Cultural/Training Centre/Food
Court with Kitchen Sink
Seat 30 12 360
Employee 6 60 360
Wastewater Discharge (black and grey water) from Mini Mart/Food Court 1,060 Litres per Day

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4.0 WASTEWATER MANAGEMENT SYSTEMS
4.1 CO N D E R ENV I R O NM E NT A L SO L U T I O NS TE C H FL O SAF is a packaged sewage
treatment plant is designed to treat domestic wastewater. Domestic
Wastewater is essentially the spent or used water from the complex,
emanating from personal, sanitation and domestic uses. The effective
reduction of the organic material entering the Sewerage Treatment
Plant is accomplished biologically through millions of microorganis ms
(bacteria). These bacteria degrade wastewater through the addition of
atmospheric oxygen and biochemical reaction.
This plant will utilize Submerged Aerated Filter (SAF) technology for
optimum performance and dependability , it is designed to manage 7m3
(7,000 litres) per day, including laundry waste, (grey water from the
Kitchen passes through a static Grease Trap then to the Storm Drainage
system). Using reliable, cost effective and energy efficient blowers for
aeration with an integral flow management system, the TechFlo SAF 35
will be installed completely below ground.
Anticipated Influent Loadings
IN F LU E NT WA S TE W A TE R BOD - 280M G /L
Designed in accordance with the British Water Code of Practice for
Flows and Loads, this Packaged Sewage Treatment Plant offers
treatment which surpasses the local Specifications for Liquid Effluent
from Domestic Wastewater Treatment Plants into the Environment
(Inland Surface Waters) as indicated in the WATER POLLUTION RULES
2001, Second Schedule (Table 4). In an effort to maintain the integrity
of the system, we will allow for a ninety (90) day desludging frequency,
to ensure that the quality of the discharged liquid effluent meets and
surpasses all permissible levels as required.

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PERMISSIBLE LEVELS COMPARISON
No.
WATER POLLUTANTS
PERMISSIBLE
LEVEL OR
CONDITION
(mg/l)
DISCHARGE
FROM
TECHFLO SAF
(mg/l)
JUSTIFICATION
Parameters or Substances
Inland Surface
Water
1 Temperature 35o
C 27o
C
This plant discharges liquid effluent at 3oC
above Ambient Temperature
2 Dissolved Oxygen Content (DO) <4 1 - 3
Air introduced in the Biological Treatment
Zone increases aeration whilst stabilizing
DO
3 Hydrogen ion (pH) 6 - 9 6.7 Appendix i. Case Study - Table 1
4
5 day Biological Oxygen Demand
(BOD5 at 20o C)
30 14 Appendix i. Case Study - Table 1
6 Total Suspended Solids (TSS) 50 12 Appendix i. Case Study - Table 1
7
Total Oil and Grease (TO&G)or n-
Hexane ExtractableMaterial
(HEM)
10 DNA Data Not Available
8 Ammoniacal Nitrogen (NH3-N) 10 9
Plant reduces 80% Influent Ammoniacal
Nitrogen - 41.5 (mg/l)
12 Total Residual Chlorine (Cl2) 1 0.02 Appendix i. Case Study - Table 1
28 Feacal Coliforms 400 428
Appendix i. Case Study - Table 1,
NOTE: UV reduces 95% of Feacal
Coliforms
Table 4

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4.1.1 Process and Plant Description
The Treatment Process – Submerged Aerated Filter Technology
The unit is specifically designed to treat domestic sewage and
other biodegradable waste and c omprises three treatment stages:
Figure 1 - WWTP Process Flow diagram
The system utilises microorganisms to break down the sewage by
processes very similar to those that occur in a garden compost
heap. It is very important therefore, that toxic chemicals do not
enter the system and "poison" the microorganisms.
Raw sewage is first received in the Primary Settlement Stage,
where gross solids (primary sludge) separate in the tank. These
solids remain until the tank is "de -sludged" as described in the
MAINTENANCE section of this manual. The “settled” liquor is
displaced from the Primary Tank and flows into the biological
treatment zone. Incoming flow mixes with recycled sewage within
the bio zone. This recycled flow greatly dilutes the incoming
sewage and prevents "shock" loads from upsetting the system.
The blower provides necessary oxygen for the micro -organisms to
digest the nutrients in the bio -zone. Air is bubbled up through the
bio-zone from distribution pipework and in so doing generates a
recirculating flow. As the liquid moves around in the bio zone it is
purified by the microorganisms growing on the surface of the
media. Excess biomass solids are transferred to the humus tank or
final settling tank by displacement, as new liquor enters the bio -
zone from the primary tank.

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The Humus solids settle to the top and bottom of the Humus tank
to form sludge. This sludge remains in the tank, until the tank is
‘de-sludged’. The fully treated liquid displaced from the humus
tank is known as Final Effluent.
4.2 DI S IN FE C T I O N
Ultraviolet technology is the most common and preferred method of
disinfection which is currently used on most wastewater treatment plants.
The process involves using an ultraviolet (UV) lamp which transfers
electromagnetic energy from a mercury arc lamp to the organism's genetic
material (DNA and RNA). When UV radiation penetrates the cell wall of an
organism, it destroys the cell's ability to reproduce. UV radiation, generated
through an electrical discharge through mercury vapor, penetrates the
genetic material of microorganisms and retards thei r ability to reproduce.
The effectiveness of a UV disinfection system depends on the characteristics
of the wastewater, the intensity of UV radiation, the amount of time the
microorganisms are exposed to the radiation, and the reactor configuration.
For any one treatment plant, disinfection success is directly related to the
concentration of colloidal and particulate constituents in the wastewater.
The main components of a UV disinfection system are mercury arc lamps, a
reactor, and ballasts. The source of UV radiation is either the low-pressure or
medium-pressure mercury arc lamp with low or high intensities.
Even though this effluent is suitable for discharge to a watercourse , we
propose an additional t ertiary treatment by way of a SALCOR MODEL 3G UV
WASTEWATER DISINFECTION UNIT. Not only will this unit allow for
disinfection for total inactivation/destruction of any existing pathogenic
organisms to further ensure the prevent the spread of waterborne diseases to
downstream users and the environment, it also capable of Feacal Coliform
reduction of 99.9%.
4.3 WWTP SE E D I N G
The proposed WWTP(s) will require a seeding/stabilisation period which will
allow for the development of an adequate population of micro -organisms
(bacteria) within the WWTP to make the treatment system operate
efficiently. We intend to achieve this by impo rting Activated Sludge from one
of our functioning Septic Tanks, to initiate the process. Based on intended
population and utilization, we propose a Seeding Period of six (6) weeks.
During this period all Final Effluent will be directed by way of a valving
system to Outfall Holding Tanks as a mitigating measure, these Outfall Fall
tanks will be desludged using Septic Trucks every other day or when required
during the seeding process, this effluent will be taken to WASA’s Wastewater
Management Plants for pro cessing.

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4.4 SE P T IC TA N K SY S TE M (STS)
A Septic Tank System will consist of a Septic Tank, Soakaway Pit and the
surrounding soil into which wastewater is finally disposed.
4.4.1 Septic Tank
A Double Compartment S eptic Tank with a capacity 2175 litres will
be used in this application in order to manage both Black and
Gray Wastewater. The anticipated daily Wastewater Discharge
from the Mini Mart/Food Court is 1060 litres; therefore the
proposed Septic Tank will be large enough to hold the volume of
wastewater collected in two (2) days. To ensure optimum
operation and functionality of the Septic Tank, we will institute a
desludging frequency of 180 days
Figure 2 - Double Compartment Septic Tank
4.4.2 Soakaway Pit
A Soakaway is a simple stone filled pit where the efficiency
depends on the porosity of the ground. A percolation test was
carried out at four (4) locations on this site, these test revealed
that it takes approximately 3 minutes for Water Leve l to fall
25mm which proves that the Rate of Percolation is excellent. The
effluent from the septic tank will be able to soakaway into the
surrounding soil via the sidewalls of the pit.
As the effluent seeps through the surrounding soil, a process of
natural purification occurs. This process includes the breakdown
of the polluting material by bacteria occurring naturally in the
soil, and the eventual “die o ff” of the pathogens.

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Table 5 shows Design Justification for STS components
CALCULATIONS FOR SEPTIC TANK SYSTEM
Daily Wastewater Flow 1060 Litres
Septic Tank
Note: Minimum Double Compartment Septic Tank
Capacity
2.175 m3
Required Septic Tank Capacity 2175 Litres
Required Septic Tank Capacity 2.2 m3
Proposed Septic Tank dimensions
Total Length 2.25 M
Width 1.25 M
Liquid Depth 1.5 M
Proposed Septic Tank Capacity 4.22 m3
Proposed > Required 91%
Soakaway Pit
Percolation Rate
Time for Water Level to fall 25mm 3 minutes
Required Absorption Area 0.027 m3
/m2
/d
Total Daily Wastewater Flow 1060 Litres
Total Daily Wastewater Flow 1.06 m3
Required Absorption Area 40 m2
Proposed Soakaway Dimensions
Length of Side Wall 4.5 M
Depth of Side Wall 2.25 M
Number of Walls 4 no.
Proposed Soakaway Dimensions 40.5 m2
Proposed > Required 1%
Table 5

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4.5 LA U N D RY
A proposed Laundry will be set up at the Hostel; the discharges from the
Washing Machines will be managed by the Conder WWTP. In order not to
compromise the bacteriological processes, eco-friendly Natural Laundry
Detergents will be used,
The compositions of these detergents are:
i . they have no optical brighteners
i i . no dyes or fragrances
i i i. no phosphates
This eco-friendly Natural Laundry Detergen ts is manufactured using low-
foaming blend of naturally derived cleaning agents (coconut -derived
surfactants, glycerin), natural water softeners, alkalinity builders, anti -
redeposition agents (sodium citrate, borax), non -animal derived enzymes to
remove protein and starch stains and protect fabrics, plant derived anti -
foaming agents (glycerol monooleate, oleic acid), cleaning enhancer (calcium
chloride), preservative (less than 0.05 percent), water, these ingredients will
not compromise the operation of the WWTP or the surrounding environment.
5.0 KITCHEN SINK
The wastewater generated from the proposed double compartment Kitchen
Sink located in the Mini Mart/Food Court , will be disposed of via a Grease
Trap, then into the receiving Storm Drain system.
Figure 3 - Kitchen Sink to Grease Trap Process Flow diagram

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5.1 Grease Trap
The Grease trap will intercept approximately 95% of F.O.G s (Fats,
Oils and greases) from Kitchen Sink effluent. The intercepted
FOGs solidify when cooled and take the form of a floating scum
layer; this coagulation process is expedited with the introduction
of cold condensate water.
GREASE TRAP CALCULATIONS
Dimension of Double Compartment Kitchen
Sink
Length 16 ins
Width 12 ins
Depth 18 ins
Capacity of Double Compartment Kitchen
Sink
3456 ins3
Amt of compartments in Kitchen Sink 2 only
Capacity of Kitchen Sink 6912 ins3
1 Gallon Per Minute 231 ins3
Flow Rate from Kitchen Sink 29.9 GPM
Adjust for displacement by contents 0.75
Kitchen Sink discharge rate 22.4 GPM
Condensate Lines discharge rate 2 GPM
Maximum Flow Rate to be received by
proposed Grease Trap
25 GPM
Proposed Grease Trap Capacity 50 lbs.
Table 6
Figure 4 - 50lb capacity Grease Trap

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PLANT LOADING PROFILE
Influent Loadings
Application No.
Flow
[l/day]
Total
Flow
[l/day]
BOD
[g/day]
Total
BOD
[g/day]
NH4-N
[g/day]
Total
NH4-N
[g/day]
Day Staff 10 10 100 38 380 5 50
Hostel Guest 50 50 2500 50 2500 13 650
We have used the above information to determine the influent conditions as summarised below.
Please note, that the influent conditions are our best estimate for this application and that it
remains the responsibility of W.O.M to specify actual influent conditions in both quantity and
characteristics.
Total Daily Flow 2600 (l/day)
Peak Flow 0.09 (l/sec)
Total Influent Organic Load (BOD5) 2880 (gBOD5/day)
Total Influent Ammoniacal Nitrogen 700 (gNH3/4/day)
Concentration of Influent BOD5 362 (mg/l)
Concentration of Influent Ammoniacal Nitrogen 41.5 (mg/l)
Discharge Consent
This Clereflo system is designed to meet and surpass The Water Pollution Rules (Second
Schedule)
BOD5 20 mg/l
Suspended Solids 30 mg/l
Ammoniacal Nitrogen NH34 10 mg/l
Nitrification
For effective ammoniacal nitrogen treatment it is assumed that the incoming water supply has a
high level of total alkalinity (as calcium carbonate), which is at least a minimum of 7.1 times that
of the ammoniacal nitrogen to be removed plus a margin. The waste water will have a minimum
carbonate content of: 295 mg/l

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Desludging
Maximum interval between de-sludging of Primary Tank: 90 Days (at full plant loading)
We have offered standard Conder Products equipment and have not included for any client
specific specifications. If these become available we reserve the right to adjust our proposal
accordingly

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WATER POLLUTION RULES
SECOND SCHEDULE
(Rule 8)
PERMISSIBLE LEVELS
Water Pollutants Receiving Environment
No. Parameters or Substances
Inland
Surface
Water
Coastal
Nearshore
Marine
Offshore
Environmentally
Sensitive Areas
and/or
Groundwater
Levels or Conditions
1 Temperature 35 40 45 NIAA
2 Dissolved Oxygen <4 <4 <4 <4
3 Hydrogenion (pH) 6 - 9 6 - 9 6 - 9 6 - 9
4
Five day Biological Oxygen Demand (BOD5 at
20°C)
30 50 100 10
5 Chemical Oxygen Demand (COD) 250 250 250 60
6 Total Suspended Solids (TSS) 50 150 200 15
7
Total Oil and Grease (TO&G) or n-Hexane
ExtractableMaterial (HEM)
10 15 100 No release
8 Ammoniacal Nitrogen (NH3-N) 10 10 10 0.1
9 Total Phosphorus (P) 5 5 5 0.1
10 Sulphide (H2S) 1 1 1 0.2
11 Chloride (Cl
-
) 250 NIAA NIAA NIAA
12 Total Residual Chlorine (Cl2) 1 1 2 0.2
13 Dissolved Hexavalent Chromium (Cr
6+
) 0.1 0.1 0.1 0.01
14 Total Chromium (Cr) 0.5 0.5 0.5 0.1
15 Dissolved Iron (Fe) 3.5 3.5 3.5 1
16 Total Petroleum Hydrocarbons (TPH) 25 40 80 No release
17 Total Nickel (Ni) 0.5 0.5 0.5 0.5
18 Total Copper (Cu) 0.5 0.5 0.5 0.01
19 Total Zinc (Zn) 2 2 2 0.1
20 Total Arsenic (As) 0.1 0.1 0.1 0.01
21 Total Cadmium (Cd) 0.1 0.1 0.1 0.01
22 Total Mercury (Hg) 0.01 0.01 0.01 0.005
23 Total Lead (Pb) 0.1 0.1 0.1 0.05
24 Total Cyanide (CN
-
) 0.1 0.1 0.1 0.01
25 Phenolic Compounds (phenol) 0.5 0.5 0.5 0.1
26 Radioactivity NIAA NIAA NIAA NIAA
Levels or Conditions
27 Toxicity NATE NATE NATE NATE
28 Faecal Coliforms 400 400 400 100
29 Solid Waste NSD NSD NSD NSD
a
all units are in milligrams per litre (mg/L) except for temperature (°C), pH (pH units), faecal coliforms (counts per 100 ml),
radioactivity (Bq/L) and toxicity (toxic units) NIAA - no increase above ambient
NATE - no acute toxic effects
NSD - No solid debris
<– less than

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SPECIFICATIONS FOR THE SALCOR MODEL 3G UV WASTEWATER DISINFECTION UNIT
1.0 DESCRIPTION
The Salcor 3G disinfection chamber couples directly to the aerobic plant discharge pipe and is
permanently installed below grade. The design details of the Salcor 3G unit are shown in
section 4.0.
The ultraviolet light source for disinfection is mounted in a sub-assembly which can be
inserted or removed through the top of the riser pipe for periodic servicing. The light source
is mounted in the center of an anodized aluminum frame which divides the disinfection
chamber in half. The frame seals against the inner surface of the disinfection chamber to
prevent flow bypass.
When fully inserted, the disinfection sub-assembly is properly located by two pins mounted
near the top of the disinfection chamber. The disinfection subassembly causes the
wastewater entering one side of the unit to flow vertically downward, make a 180 degree
turn, and then flow vertically upward and out the other side of the unit. This well-defined
flow path is designed to give the fluid proper exposure time and no short circuiting.
The ultraviolet light source is surrounded by a clear fused quartz tube to control the lamp
surface temperature. A clear TeflonTM film covers the quartz tube to minimize surface
fouling. This design feature incorporates the beneficial attributes of both quartz and
TeflonTM.
When the disinfection chamber is filled with water, the ultraviolet light source can operate
continuously, whether or not water is flowing. Continuous operation with a lamp surface
temperature range of between 105 and 120 degrees Fahrenheit provides optimum
ultraviolet light output and long lamp life.
The Salcor Model 3G alarm relay circuit triggers an external alarm to warn the user when the
UV lamp is not operating properly.
Electronic components in the circuit sense changes in the UV lamp operation which correlate
with the germicidal ultraviolet output. The normally energized relay has contacts that allow
actuation of an external alarm indicating low UV output or lamp outage.
The alarm relay circuit has been designed to be compatible with a wide variety of alarms
used on upstream aerobic treatment plants, and is compatible with either 120 VAC or DC
power.
The disinfection sub-assembly, which may extend approximately one foot above grade, is
water tight throughout its length, which protects the electrical connections inside the
junction box from any fluid backup.
When the UV lamp is producing ultraviolet germicidal light at a safe level, a green LED indicator
light, located on the outside of the electrical junction box, glows indicating proper UV lamp

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operation. The light stops glowing when the light output from the UV lamp falls below a safe
level.
2.0 DESIGN PARAMETERS
2.1 Flow Rate. Maximum flow at 3 gpm (4320 gpd) for waste water effluents for
suspended solids less than 30 mg/liter and BODs less than 30 mg/liter. Maximum flow
rate of 6 gpm (8640 gpd) for waste water effluents of suspended solids less than 10
mg/liter and BODs less than 10 mg/liter.
2.2 Fecal coliform reduction at lamp end-of –life (2 years) greater than 99.9 percent.
2.3 Inlet and outlet pipe is 4 inch schedule 40 ABS.
2.4 Pressure drop is less than 0.5 inches of water at maximum flow rate.
2.5 Power use is 30 Watts.
2.6 Energy use is 0.72 kW-hr/day.
2.7 UV lamp is low pressure mercury, 90 percent of output at 253.7 nanometers. Minimum
arc length is 30 inches, and the UV intensity is greater than 190 microwatts/cm2 at one
meter. The lamp life is greater than two years.
2.8 UV dose is greater than 55 mj/cm (55,000 microwatt-seconds/cm2).
2.9 UV Lamp Ballast. Ninety Percent efficient, high frequency (50 kilohertz) with thermal link
protection. Input Voltage, 120 VAC, 50 or 60 Hz. Input current, up to 0.5 amps.
3.0 THIRD PARTY TESTING
3.1 University of Rhode Island. George Loomis 1999 - 2005
 FAST Unit effluent
 Annual Service
 Lamp replacement every two years
 Geometric mean fecal coliform count 9.4/100 ml
3.2 Washington State Testing
 Advanced Treatment Unit & UV
 NSF Standard 40 & WA State Fecal Coliform Reduction Protocol
 Duration 26 weeks
 Seventeen tests have been completed.
 3G UV Effluent Fecal Coliform ranged from 2 – 35 per 100 ml (Geometric Mean)
 Demonstrates that the 3 G UV unit operates reliably without maintenance over 6
months
3.3 Manufacturers Who Have Tested With the Salcor 3G Unit Using the Washington
State Protocol
 Consolidated Treatment, Enviroguard .75.
 Consolidated Treatment, Multiflo.
 Consolidated Treatment, Nyadic.
 Delta Whitewater, DF 60.
 Delta Whitewater, Ecopod.
 Aero Tech.
 Clearstream.
 Aqua Klear.

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