design report for private sewage works

Albion Woods Phase II 1000 Vista Barrett Private

OTTAWA, ONTARIO

DESIGN REPORT FOR PRIVATE SEWAGE WORKS

Prepared For:

Parkbridge Lifestyle Communities Inc. Suite 1500, 500 4 Avenue SW

Calgary, AB T2P 2V6

Prepared By:

1223 Michael Street, Suite 100

Ottawa, Ontario K1J 7T2

February 2015

EO2405EOB

Albion Woods Phase II Design Report for Private Sewage Works February 2015

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TABLE OF CONTENTS

1.0 INTRODUCTION ..................................................................................... 2

2.0 BACKGROUND ...................................................................................... 2

2.1 Staging ........................................................................................... 2

3.0 DESIGN PARAMETERS ............................................................................ 3

3.1 Estimated Wastewater Flows ................................................................ 3

4.0 SANITARY SEWERS................................................................................ 4

5.0 SANITARY PUMPING STATION AND FORCEMAIN ......................................... 5

5.1 Pumping Criteria ............................................................................... 5 5.2 Wet Well Sizing and Features ............................................................... 6 5.3 Forcemain ....................................................................................... 6 5.4 Station Controls and Alarms ................................................................. 7

6.0 SEWAGE TREATMENT PLANT .................................................................. 7

7.0 SUBSURFACE SEWAGE DISPOSAL BEDS ................................................... 8

8.0 CONCLUSION ........................................................................................ 9

APPENDICES: Appendix A | Figures Appendix B | Sanitary Sewer Design Sheet Appendix C | Pumping Station and Forcemain Design & Specifications Appendix D | Sewage Treatment Plant Design Package by Ecochem International Inc. Appendix E | MBR Case Study and Product Brochure Appendix F | Pressure Distribution Sewage Disposal Bed Design & Specifications


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1.0 INTRODUCTION

The Albion Woods Development is a land lease modular home community located in south Ottawa. The development is located in the southeast corner of the Stagecoach Road and Mitch Owens Road intersection and is owned and operated by Parkbridge Lifestyle Communities Inc. (Owner). The development consists of three (3) phases as shown in Figure 1. Phase 1 is developed and operational with 136 residential lots, of which approximately 128 are currently occupied. Phase 2 is proposed to have 142 residential lots, a new sewage treatment facility with disposal beds, and provision for a future community centre and commercial block. The Phase 2 development was previously approved in 2005 with a modular-type sewage treatment facility that will be replaced. Phase 2 is divided into four (4) stages. Stage 1 has already been developed and consists of 39 residential lots of which 32 are currently occupied. There are currently no plans to develop Phase 3 with residential lots until such time as the City of Ottawa provides municipal servicing to the area. The work currently proposed includes completing the development of the remaining 103 residential lots in Phase 2, a centralized wastewater treatment facility to serve Phase 2, a future community centre and a future commercial block. The wastewater treatment facility and future community centre are proposed to be located within the north portion of the Phase 3 lands. The 103 residential lots within Phase 2 will be broken down into 3 stages for a phased development. The wastewater treatment plant will be constructed immediately following approval; however, the community centre and commercial block will likely not be constructed until the final stage or later. The site plan showing the phases of the development and the stages of the Phase 2 development are shown in Figure 1. The following report summarizes the design criteria and calculations used in the development of the sanitary sewage system proposed for Phase 2 of the development.

2.0 BACKGROUND

As discussed above, Stage 1 of Phase 2 has already been developed with 39 residential lots, of which 32 are occupied, in accordance with the existing Certificate of Approval (CofA), number 4579-6C3G9B, dated December 8, 2005. This CofA allowed the development of the 142 residential units, with a sanitary sewage system that consisted of gravity sewers to 14 individual modularized sanitary sewage treatment and subsurface disposal systems. Four (4) of these systems have been partially constructed to serve the 32 residential lots that are currently occupied. These systems are not performing satisfactorily and have higher maintenance requirements than expected. As a result, the systems are unable to meet the treatment criteria outlined by the Ministry of the Environment and Climate Change Ontario (MOECC) in the CofA. In order to improve the sanitary sewage treatment capabilities on site and to meet the MOECC treated effluent objectives, the Owner has decided to move to a centralized treatment system to replace the existing modularized systems and to support build-out of Phase 2. The proposed sanitary sewage system will consist of gravity sewers, a pumping station, a forcemain, a centralized sewage treatment plant and subsurface disposal beds.

2.1 STAGING

The development of Phase 2 will be broken down into stages. Figure 1 shows the proposed staging. Stage 1 is complete and consists of 39 residential lots, of which 32 are currently occupied, in the northwest section of Phase 2. Stage 2 will consist of 34 residential lots and is located in the north eastern section of Phase 2. Stage 3 will consist of 32 residential lots and will


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be located in the central east part of Phase 2. Stage 4 will consist of 37 residential lots and the future community centre and commercial block. Each stage of the development is expected to start roughly one (1) year after the completion of the previous stage. Construction of Phase 2, Stage 2 is expected to begin in 2015.

3.0 DESIGN PARAMETERS

The sewage flows generated in Phase 2 will be treated by the sewage treatment plant and disposal beds to meet the treated effluent quality criteria as outlined by the MOECC. The treated effluent is to meet the following three quality criteria:

• Nitrate to be less than 5.0 mg/L at the plant discharge and less than 2.5 mg/L at the property boundary (25% of the Ontario Drinking Water Quality Standards)

• cBOD5 to be less than 10 mg/L • TSS to be less than 10 mg/L

The sewage treatment plant will be required to meet these effluent criteria. The ability to consistently meet the 5 mg/L nitrate limit was the biggest challenge to overcome in the design and selection process of the treatment plant. In order to meet the nitrate effluent criteria, the subsurface conditions of the Phase 3 lands were investigated to carry out a nitrate dilution calculation and impact assessment, as documented in the report, “Hydrogeological Investigation and Water Resources Impact Assessment, Phase 2 Sewage Treatment and Disposal, Albion Woods Residential Development, Ottawa, ON” by Houle Chevrier, January 2014. The nitrate dilution calculations were completed in accordance with the MOECC Design Guidelines for Sewage Works 2008. Based on the design flow of 157 m3/day, the nitrate concentrations from the discharge of the sewage treatment plant would need to be 5.0 mg/L in order to achieve a nitrate level of 2.5 mg/L at the down gradient property boundary. The Houle Chevrier report stated that the nitrate impact on the site will occur in the shallow unconfined sand aquifer which is hydraulically isolated from the deeper bedrock water supply aquifer which is the source of drinking water for the development and for private residential homes on adjacent properties.

3.1 ESTIMATED WASTEWATER FLOWS

The estimated population for the Phase 2 development is based on a population density of 2.7 people/unit, which is conservative based on the usage of the development which is an adult lifestyle community. This is an assumed equivalent to a semi-detached type of occupancy. The total number of residential lots in Phase 2 is 142. Therefore, the population is expected to be 383. The design sanitary sewage flows for the sewage treatment plant are estimated to be 1,000 L/day/residential unit. This value was previously recommended by the City of Ottawa, to Trow Associates Inc. in 2004 during the design of the modularized systems. The resultant total estimated sanitary flows are 142,000 L/day (142m3/day) for the residential units. In addition to the residential population, there will be sanitary flows associated with the future commercial block proposed in the northeast portion of Phase 2 as well as the future community centre in the Phase 3 lands. The usage/population of these establishments will be limited to ensure that the maximum allowable daily sewage flows, 157 m3/day, are not exceeded. Therefore, taking into account the 142 residential units, there is 15 m3/day available for the commercial block and community centre. The daily sewage flows from the community centre were estimated at 3.6 m3/day, assuming a total capacity of 450 people at a usage rate of 8


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L/person/day. The remaining 11.4 m3/day is available for the commercial block. The sewage flows are broken down in Table 1 illustrating potential commercial uses.

Table 1 – Sewage Flows for Wastewater Treatment Plant

*Sewage flows from City of Ottawa, Sewer Design Guidelines, October 2012.

4.0 SANITARY SEWERS

A gravity sanitary sewer system will convey the sewage flows in Phase 2 from the residential lots and future commercial area to a sanitary pumping station located in the center of the development. A pumping station is being proposed to reduce the depth of the services due to a high water table and poor soil conditions. The flows will then be conveyed to the proposed treatment plant located on the south west corner of the development, in the Phase 3 lands. The future community centre will be immediately adjacent to the treatment plant and will be connected directly to the treatment plant; therefore, the sanitary flows associated with the community centre were not included in the gravity sanitary sewer system design. The total area served is 10.53 ha. An infiltration allowance of 0.28 L/s/ha was applied to the total area which results in an additional 2.95 L/s entering the sanitary sewer system. A sanitary sewer design sheet was prepared and is included in Appendix B. The sanitary catchment areas are shown in Figure 2. The total estimated peak flows that will be conveyed to the pump station are 9.91 L/s. The minimum diameter of a gravity sanitary sewer is 200 mm in accordance with the MOECC Design Guidelines for Sewage Works, 2008 and the City of Ottawa Sewer Design Guidelines, October 2012. The slopes proposed in the sanitary sewer design range from 0.36% to 1.14%. The majority of sewers have a slope between 0.36% and 0.45%. The resultant capacity of the 200 mm diameter sewer under the minimum proposed slope is 19.7 L/s, therefore a 200 mm sanitary sewer will provide the necessary capacity.

Description Quantity Flow (m3/d) Total Flow (m3/d)Residential units 142 1 m3/d/unit 142Community Centre 450 0.008 m3/d/person 3.6Commercial Block 11.4

Convenience StorePublic washroom 1 2 m3/d/toilet 2.0

Medical FacilityStaff 5 0.275 m3/d/person 1.4Patients 50 0.025 m3/d/person 1.3Public washroom 1 2 m3/d/toilet 2.0

Personal Service BusinessEmployees 7 0.075 m3/d/person 0.5

RestaurantSeats 25 0.125 m3/d/seat 3.1

Retail storeparking spaces 28 0.04 m3/d/parking space 1.1

157.0

Usage*

Total


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5.0 SANITARY PUMPING STATION AND FORCEMAIN

In order to avoid excessively deep sewers at the proposed sewage treatment plant, while meeting City requirements for depth of cover, a sanitary pumping station is being proposed. The sanitary pumping station will be located adjacent to 107 Ada Barrington Private and behind 106 Sun Vista Private. The closest residence is 107 Ada Barrington Private which is expected to be approximately 12 m away. The residence located at 106 Sun Vista Private is expected to be approximately 27 m away. The pumping station will receive flows from the 142 proposed residences in Phase 2 as well as the future commercial block in the northeast portion of Phase 2. The sewage collected in the pumping station will be conveyed through a 100 mm diameter forcemain to the centralized sewage treatment plant in the Phase 3 lands. The Pumping Station Design Guidelines, in the Ottawa Sewer Design Guidelines, reference the Ottawa 20/20 Infrastructure Master Plan. This plan highlights the importance of reliability to provide service in the event of system component failure. It states that the degree of protection to ensure reliability should be assessed based on the expense to provide the reliability versus the expense of dealing with unplanned emergency responses, impact on customers, safety and public health. The City Guidelines then go on to state that both back-up power generation and dual forcemains shall be included in all pumping stations that are to be owned and operated by the City of Ottawa, with the only exception being at specific low flow/risk situations. The City provides the general recommendation that flows exceeding 15-20 L/s are impractical for handling inflows by means of pumper trucks. The peak flow estimated to enter the pump station is 9.9 L/s with the average flows only in the order of 4.7L/s. Parkbridge currently owns and operates numerous community developments with privately operated sanitary sewer lift stations and treatment plants across Canada and are familiar with the operating procedures and risks associated with these smaller lift stations. Through discussions with Parkbridge as operator of the system, the flow/risk is not deemed high enough to warrant dual forcemains or standby back-up power. A power connection panel will be provided to allow the use of a portable generator, as required. In addition, the flows are small enough that dual forcemains will not provide any benefit operationally or reduce the diameter, which is already the minimum allowable size. The control panel will be programmed to provide alarms during emergencies so that the operators can take the necessary actions as required to handle the flows. With the advancements in remote monitoring and alarms, the operator will be able to monitor flow conditions from portable devices and have alarms sent directly to their phones and/or email. The selected pumping station model is intended be a TOP fiberglass reinforced Plastic (FRP) pumping station by Xylem. The pump station size and associated pumps will be determined considering the phased development and resultant range of flows expected. The design details and specifications for the forcemain, pump station and pumps are attached in Appendix C.

5.1 PUMPING CRITERIA

For maintenance and reliability, a duplex station will be provided with one forcemain. A check valve will be installed to prevent the forcemain from draining back into the wet well. As the peak flow demand will vary significantly through the expansion of the proposed development the pump selection was completed in such a way as to meet all phases of the


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development, from the initial stage, Phase 2 – Stage 1 (existing conditions) to the final stage, Phase - Stage 4. The Pump Station Operating Conditions Table in Appendix C shows the pump station design parameters including the low and high levels and the total head related to the flows at each phase of the development. In accordance with City of Ottawa Guidelines, the pump was selected based on the median water level in the pump station. A suitable typical pump is the Flygt/Xylem NP3085 SH3~Adaptive 255 with a 2 pole, 2.98 kW (4 HP) motor operating at 3395 rpm, as presented in Appendix C. In order to accommodate the various phasing flows, the pump station will be equipped with a variable-frequency drive. The pump station will include a slide rail system and cast iron base elbow for ease of pump removal. Both pumps will have a dedicated soft start to minimize generator capacity. Soft starts will have a bypass option (i.e. for cross the line start) in the event of a soft start failure.

5.2 WET WELL SIZING AND FEATURES

The wet well will be 1.2 meter in diameter and will have a depth approximately 1.68m below the sewer invert elevation. The wet well size selection was based on:

• an operating wet well depth of 0.6 m for the first duty pump; • cycling of the first duty pump with a duty rotation factor of 2 (i.e. at least two pumps

alternating); • a 300 mm separation from duty start to high water level alarm; • a permanent water level of 400 mm; • 380 mm free board between high water alarm and sewer invert; and • partial sewer surcharge volume within the operating depth.

The above criteria result in a maximum of 12 starts per hour at the peak inflow. In the case of station failure, the freeboard above the two pumps and the storage within the gravity sewers would allow for approximately 50 minutes of response time for field staff during peak flow under build-out conditions. An aluminum service and safety platform is provided for mounting and access to level sensors. Aluminum ladders and vent pipes are proposed.

5.3 FORCEMAIN

The forcemain was sized considering the minimum diameter of forcemain recommended by the City of Ottawa Design Guidelines of 100 mm. Due to the low flows associated with the first two phases of the development, the resultant velocities are lower than recommended. More frequent maintenance will be required during these phases including flushing of the forcemain. The forcemain will be PVC DR 25.

The forcemain has a total length of 675 m and is sloped following the ground elevation which gradually raises from the pump station to the sanitary treatment plant. Two 45˚ bends were used to accommodate 90˚ bends in the alignment, as per City of Ottawa Design Guidelines. The forcemain is generally 2.7 m deep to ensure it is lower than the adjacent watermain.


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5.4 STATION CONTROLS AND ALARMS

Pumps are proposed to be controlled by a local PLC with level controls, with stop and start pump cycling in response to sanitary inflows. Primary pump control is proposed to be by float level sensor. High level alarm sensors will also be included. A SCADA connection will be provided to the sewage treatment plant to allow remote control of the station. The SCADA will allow monitoring of pumps, level controls, operating alarms, and intrusion alarms. Duplex pump controls with pumps starting and stopping sequentially in response to rising and falling wet well levels are proposed. Pumps will cycle on-off and the pump duty will be varied on each pump cycle to reduce time between pump starts. Sequential stopping of multiple pumps is also employed for smoother station operation and to preserve the duty rotation function and intended time between starts of individual pumps. Other controls specific to the design of this station, including time delays on pump starting, will also be used to ensure the number of starts per hour is limited to the maximum allowable according to the manufacturers recommendations. A power connection panel will be installed to allow a portable backup generator to be connected to provide power during a power outage. Pump protection and alarms will be to City standards and suit the pump supplied.

6.0 SEWAGE TREATMENT PLANT

In order to improve the sanitary sewage treatment capabilities on site and to meet the MOECC treated effluent objectives, a centralized treatment system is proposed to replace the existing modularized systems and to support the proposed build-out of Phase 2. The proposed sewage treatment plant will consist of a Membrane Bioreactor (MBR) supplied by Ecochem International Inc. MBR treatment systems have been around since the late 1960’s and have gained more popularity for municipal waste applications in the last few decades. The improved membrane technology, performance, reliability and reduction in supply cost has contributed to its increased usage. The effluent produced in an MBR will provide consistently higher quality than more traditional gravity based plants. The MBR process operates at a high mixed liquor suspended solids (MLSS) concentration therefore reducing the reactor volume while being able to better accommodate varying loading rates. The proposed treatment plant has been designed to accommodate the multiple phases of development and to provide treatment using Microdyn Nadir BioCel MBR membranes. Ecochem International Inc has been contracted to provide a complete design package of the treatment plant, turn-key construction of the plant and will operate and maintain the treatment plant for a period of two (2) years following its commissioning. During this period they will also provide training to the owner’s treatment plant operators and environmental staff. The proposed treatment plant will be constructed with equipment and controls located in a pre-engineered building with concrete slab. A series of concrete tanks will be installed outside for the proposed treatment train. Concrete tanks to be installed will include:


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• One primary Settling Tank; • One Holding Tank; • One Pre-Anoxic Tank; • One Anoxic Tank; • One Aerobic Tank; • Two MBR Tanks; • One Sludge Holding Tank, and • One Treated Water Tank.

The design details, calculation and treatment drawings are attached as Appendix D to this report. The results of a case study of a sewage treatment plant from the membrane manufacturer, Microdyn Nadir, as well as a product brochure, have been included in Appendix E

7.0 SUBSURFACE SEWAGE DISPOSAL BEDS

The effluent from the sewage treatment plant will be discharged to a series of shallow buried trench disposal beds. The disposal beds were conservatively designed in accordance with the requirements of the Ontario Building Code (OBC) 2012 Part 8 Sewage Systems. The proposed disposal bed sizes will be considerably larger than the previously designed and approved system. As per section 8.7 of the OBC, the following requirements were met:

• Length of Distribution Pipe o As per Table 8.7.3.1, since the percolation time is estimated to be less than 20,

the total length of distribution pipe shall not be less than the value determined by the following equation:

Length (m) = Q/75 Where Q (L/day) = the total daily design sanitary sewage flow

As determined in Section 3.1, the maximum daily flow is equal to 157,000 L per day.

o The total length of distribution pipe shall not be less than 30 m; o The maximum length of an individual distribution pipe shall not be more than 30

m; o Every distribution pipe shall be self-draining; o The diameter must not be less than 25 mm; and o The orifices shall be at least 3 mm in diameter and spaced equally along the

pipe. The proposed beds will be designed to have 30m long distribution pipes with 6 runs per bed The following calculations determine the maximum daily flow per bed:

𝐿 =𝑄75

=157,000

75= 2,093𝑚

𝑁𝑁𝑚𝑁𝑁𝑁 𝑜𝑜 30𝑚 𝑁𝑁𝑟 =2,093

30= 70

𝐷𝐷𝐷𝐷𝐷 𝑜𝐷𝑜𝑓 𝑡𝑜 𝑁𝐷𝑒ℎ 𝑁𝑁𝑟 =157,000

70=

2,243𝐿𝑁𝑁𝑟

𝑀𝐷𝑀𝐷𝑚𝑁𝑚 𝐷𝐷𝐷𝐷𝐷 𝑜𝐷𝑜𝑓 𝑝𝑁𝑁 𝑁𝑁𝑏 = 2243 ∗ 6 = 13,458𝐿/𝑁𝑁𝑏

Since the OBC provides very little detail in the design of the pressure distribution pipe, the following guidelines were used to design the distribution system:

• Alberta Private Sewage Systems 2009 Standards of Practice; and • Pressure Distribution Network Design by James C. Converse, January 2000.


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We have attached in Appendix F the detailed worksheet used to determine the size of the orifices in the distribution lateral pipes, the diameter of the distribution pipes and header sizes. The results are as follows:

• Minimum design pressure at orifice: 1.52 m • Selected orifice size: 4.8 mm • Orifice spacing: 900 mm o.c. • Lateral distribution pipe diameter: 50mm • Discharge rate per orifice: 0.06 L/s • Distribution and header pipe diameter: 100 mm • Pump specifications are:

o Flow rate: 11.65 l/s o Design head pressure: 5.85m

The dosing volume is determined by the lateral pipe volume. It is recommended that the dosing volume equal approximately 5-10 times the lateral volume and that each bed be dosed approximately 4-5 times a day (±20% target). The following calculation is the final iteration of the dosing volume calculation.

𝑉𝑜𝐷𝑏 𝑣𝑜𝐷𝑁𝑚𝑁 𝑜𝑜𝑁 50𝑚𝑚 𝑝𝐷𝑝𝑁 = 2.02 𝐿/𝑚

𝑁𝑁𝑡 𝑣𝑜𝐷𝑁𝑚𝑁 𝐷𝑟 𝐷𝐷𝑡𝑁𝑁𝐷𝐷 = 6 𝑡𝐷𝑚𝑁𝑡 ∗ 2.02𝐿𝑚∗ 30𝑚 𝑁𝑁𝑟𝑡 ∗ 6 𝑁𝑁𝑟𝑡 = 2,185 𝐿

𝑉𝑜𝐷𝑏 𝑣𝑜𝐷𝑁𝑚𝑁 𝑜𝑜𝑁 100𝑚𝑚 𝑝𝐷𝑝𝑁 = 8.07 𝐿/𝑚

𝑁𝑁𝑡 𝑣𝑜𝐷𝑁𝑚𝑁 𝐷𝑟 ℎ𝑁𝐷𝑏𝑁𝑁&𝑚𝐷𝐷𝑟 = 8.07𝐿𝑚∗ 65𝑚 = 525 𝐿

𝑇𝑜𝑡𝐷𝐷 𝑏𝑜𝑡𝐷𝑟𝑛 𝑣𝑜𝐷𝑁𝑚𝑁 = 2710 𝐿 𝑝𝑁𝑁 𝑏𝑜𝑡𝑁

𝐶𝑜𝑚𝑝𝐷𝑁𝑁 𝑡𝑜 20% 𝑡𝐷𝑁𝑛𝑁𝑡 =𝑇𝑜𝑡𝐷𝐷 𝑏𝑜𝑡𝐷𝑟𝑛 𝑣𝑜𝐷𝑁𝑚𝑁

𝑀𝐷𝑀𝐷𝑚𝑁𝑚 𝑏𝐷𝐷𝐷𝐷 𝑜𝐷𝑜𝑓 𝑡𝑜 𝑁𝑁𝑏=

2,71013,458

= 20%

The clean effluent from the sewage treatment plant will be stored in a 10,000L concrete tank that will act as the dosing chamber. The dosing chamber will house the necessary pumps and automatic control valve equipment to meet the specified design dosing volumes to the disposal bed.

8.0 CONCLUSION

The modularized sewage treatment and subsurface disposal facilities servicing the 32 homes currently in Phase 2 are not operating satisfactorily; therefore, a new sewage treatment facility is required before further development of the Phase 2 lands can occur. A gravity sewer system leading to a pump station which will pump sanitary flows to a new centralized sewage treatment plant has been proposed. The sewage treatment plant will be an MBR system designed to meet the treated effluent criteria required by the MOECC.

APPENDIX A | Figures

EXISTING

PHASE 1

EXISTING

SUBDIVISION

PHASE 3

PHASE 3

A

L

B

IO

N

R

O

A

D

MITCH OWENS ROAD

S

T

A

G

E

C

O

A

C

H

R

O

A

D

EMERALD LINKS

GOLF COURSE

PROPOSED

COMMERICAL

BLOCK

SPRATT

MUNICIPAL

DRAIN

H

Y

D

R

O

E

A

S

E

M

E

N

T

POND A1

POND

A2

H

Y

D

R

O

E

A

S

E

M

E

N

T

H

Y

D

R

O

E

A

S

E

M

E

N

T

SALES

OFFICE

LEGEND

EXISTING PHASE 2 STAGE 1

PHASE 2 STAGE 3

PHASE 2 STAGE 2

PHASE 2 STAGE 4

050 100100m 200m

SCALE: 1:5000

H

Y

D

R

O

E

A

S

E

M

E

N

T

H

Y

D

R

O

E

A

S

E

M

E

N

T

SALES

OFFICE

1

0

1

.

5

0

1

0

1

.

5

0

1

0

1

.

5

0

102.25

102.25

102.25

1

0

2

.2

5

1

0

2

.2

5

1

0

2

.2

5

103.00

1

0

2

.

7

5

1

0

2

.

5

0

102.2

5

102.2

5

102.25

102.25

100.50

1

0

2

.

0

0

1

0

2

.

0

0

100.50

101.00

101.50

1

0

2

.

2

5

1

0

1

.5

0

26

0.79ha

12

SAN01

21

0.60ha

10

SAN02

5

0.22ha

2

SAN06

15

0.41ha

7

SAN07

INF.

0.05ha

-

SAN08

11

0.34ha

5

SAN09

32

0.87ha

15

SAN10

30

0.80ha

14

SAN11

3

0.08ha

1

SAN12

13

0.47ha

6

SAN13

19

0.64ha

9

SAN17

7

0.28ha

3

SAN15

3

0.09ha

1

SAN14

5

0.16ha

2

SAN16

13

0.47ha

6

SAN18

28

0.91ha

13

SAN19

5

0.14ha

2

SAN21

5

0.14ha

2

SAN22

24

0.70ha

11

SAN20

24

0.84ha

11

SAN24

5

0.17ha

2

SAN23

7

0.19ha

3

SAN25

11

0.38ha

5

SAN26

34

1.22ha

16

SAN03

0.74ha

FUT01

3.6m³/d

LEGEND

SANITARY DRAINAGE BOUNDARY

ID

AREA (ha)

NUMBER OF UNITS / POPULATION

0.79ha

12

SAN01

26

050m 150m502525

SCALE: 1:3000

APPENDIX B | Sanitary Sewer Design Sheet

SANITARY SEWER DESIGN SHEET Page 1 of 1

Review Date:Albion Woods Phase 2 Reviewer:

Mannings Rougness Coefficient: 0.013Residential Unit average daily flow (q): 370 L/cap.d (225-450 L/cap.d) (1000 L/day per 2 Brm modile home)

Unit extraneous flow (E): 0.28 L/s/ha (0.1-0.28 L/s/ha)Population Density: 2.7 people/unit Adult lifestyle housing , assumed equivalent to semi-detached

q = average daily per capita flow (L/cap.d) Peaking Factor: Manning Equation:I = Unit of peak extraneous flow (L/s/ha) M = 1+14/(4+(P/1000)^0.5) (max 4.0) Qcap = (D/1000)^2.667*(S/100)^0.5/(3.211*n)*1000 (L/s)Q(p) = peak population flow (L/s) Q(p) = (P/1000)qM/86.4 (L/s) D: pipe size (mm)Q(I) = peak extranous flow (L/s) Q(I) = IA (L/s); where A = Area in hectares S: slope of pipe (%)Q(d) = peak design flow (L/s) Q(d) = Q(p) + Q(I) (L/s) n: roughnes coeficient

Average Peak Indiv. Pop. Indiv. Extran. Cumulative Design Dia. Slope Length Capacity VelocityStreet Name Catchment Area From To Area Units P Area P Q(p) Factor Q(p) Q(e) Q(d) D S L Qcap V Q(d)/Qcap

Number MH MH (ha) (person) (ha) (person) (L/s) M (L/s) (L/s) (L/s) (mm) (%) (m) (L/s) (m/s)Murray Gair Private SAN24 Ex. MH16 Ex. MH15 0.84 11 30 0.84 30 0.13 4.00 0.51 0.24 0.75 200

Ex. MH15 TIE 0.84 30 4.00 0.75 200TIE MH51 0.84 30 4.00 0.75 200 0.45 6.2 21.97 0.70 0.03

Patrick Way SAN19 MH42 MH38 0.91 13 36 0.91 36 0.15 4.00 0.62 0.25 0.87 200 0.40 117.5 20.72 0.66 0.04SAN18 MH38 MH37 0.47 6 17 1.38 53 0.07 4.00 0.29 0.13 1.29 200 0.40 49.4 20.72 0.66 0.06SAN16 MH37 MH 40 0.16 2 6 1.54 59 0.03 4.00 0.10 0.04 1.44 200 0.41 36.3 20.97 0.67 0.07

SAN13 MH33 MH32 0.47 6 17 0.47 17 0.07 4.00 0.29 0.13 0.42 200 0.39 45.9 20.45 0.65 0.02SAN11 MH32 MH29 0.80 14 38 1.27 55 0.16 4.00 0.65 0.22 1.30 200 0.40 112.2 20.72 0.66 0.06

Kimberly Diane Private SAN17 MH 44 MH 40 0.64 9 25 0.64 25 0.11 4.00 0.43 0.18 0.61 200 1.14 56.9 34.97 1.11 0.02

SAN15 MH 40 MH8 0.28 3 9 2.46 93 0.04 4.00 0.15 0.08 2.28 200 0.39 81.2 20.45 0.65 0.11

Sun Vista Private SAN26 Ex. MH1 Ex. MH2 0.38 5 14 0.38 14 0.06 4.00 0.24 0.11 0.35 200

SAN23 Ex. MH4 Ex. MH3 0.17 2 6 0.17 6 0.03 4.00 0.10 0.05 0.15 200SAN25 Ex. MH3 Ex. MH2 0.19 3 9 0.36 15 0.04 4.00 0.15 0.05 0.36 200

SAN22 Ex. MH4 Ex. MH5 0.14 2 6 0.14 6 0.03 4.00 0.10 0.04 0.14 200SAN21 Ex. MH5 MH6 0.14 2 6 0.28 12 0.03 4.00 0.10 0.04 0.28 200 0.43 15.0 21.48 0.68 0.01SAN20 MH6 MH9 0.70 11 30 0.98 42 0.13 4.00 0.51 0.20 0.99 200 0.40 86.9 20.72 0.66 0.05SAN14 MH9 MH8 0.09 1 3 1.07 45 0.01 4.00 0.05 0.03 1.07 200 0.40 25.2 20.72 0.66 0.05

SAN12 MH8 MH12 0.08 1 3 3.61 141 0.01 4.00 0.05 0.02 3.43 200 0.41 24.6 20.97 0.67 0.16SAN10 MH12 MH14 0.87 15 41 4.48 182 0.18 4.00 0.70 0.24 4.37 200 0.40 116.4 20.72 0.66 0.21

Ada Barrington Private SAN01 Ex. MH18 Ex. MH21 0.79 12 33 0.79 33 0.14 4.00 0.57 0.22 0.79 200SAN02 Ex. MH21 MH23 0.60 10 27 1.39 60 0.12 4.00 0.46 0.17 1.42 200 0.40 79.7 20.72 0.66 0.07SAN06 MH23 MH24 0.22 2 6 1.61 66 0.03 4.00 0.10 0.06 1.58 200 0.54 10.0 24.07 0.77 0.07SAN07 MH24 MH26 0.41 7 19 2.02 85 0.08 4.00 0.33 0.11 2.02 200 0.63 71.3 26.00 0.83 0.08

Commercial Block SAN03 MH55 MH29 0.79 11 30 0.79 30 0.128 1.50 0.19 0.22 0.41 200 0.40 60.0 20.72 0.66 0.02

Ada Barrington Private SAN09 MH29 MH14 0.34 5 14 2.40 99 0.06 4.00 0.24 0.10 2.05 200 0.88 80.3 30.73 0.98 0.07

SAN08 MH14 MH26 0.05 6.93 281 4.00 0.01 6.43 200 0.42 35.9 21.23 0.68 0.30

To Pump Station MH26 MH52 8.95 366 4.00 8.45 200 0.40 23.7 20.72 0.66 0.41

Ex. MH2 MH54 0.74 29 4.00 0.70 200MH54 MH50 0.74 29 4.00 0.70 200 0.36 20.9 19.65 0.63 0.04MH50 MH51 0.74 29 4.00 0.70 200 0.40 57.0 20.72 0.66 0.03

MH51 MH52 1.58 59 4.00 1.45 200 0.40 34.1 20.72 0.66 0.07

MH52 PS 10.53 425 4.00 9.91 200 0.40 10.6 20.72 0.66 0.48

Existing piping

Existing piping

Existing piping

Existing piping

Existing piping

Pipe

Existing piping

Location Individual CumulativeInlet Flow

Existing pipingExisting piping

APPENDIX C | Pumping Station and Forcemain Design & Specifications

Table 1(H-1 of APPENDIX H)

SEWAGE PUPMING STATION DESIGN - TABLE 1

Municipality:

Designed by:

UNITINTIAL

PERIOD

10 YEAR PERIOD

(Stage 2)

20 YEAR PERIOD

(Stage 3)

ULTIMATE PERIOD

(Stage 4)A)Residential ha 2.73 4.94 7.83 10.54

B) Commercial haC) Industrial ha

Pers/unit 2.70 2.70 2.70 2.70Units* No. 39 73 114 151

A)Residential No. 105 197 308 408B) Commercial No.

C) Industrial No.L/cap.d 370 370 370 370

L/s 0.45 0.84 1.32 1.754.00 4.00 4.00 4.00

L/s 1.80 3.37 5.28 6.99L/ha.s 0.28 0.28 0.28 0.28

L/s 0.76 1.38 2.19 2.95L/s 2.56 4.76 7.47 9.94No. 1.00 1.00 1.00 1.00L/s 3.45 5.23 8.17 10.80mm 100 100 100 100m/s 0.44 0.67 1.04 1.38

Note:

** The peak flow factor is 1+14/(4+P^0.5), where P is designed population, in thousands

PEAK FLOW FACTOR**PEAK DOMESTIC FLOW

AVERAGE FLOW

Pumping Station Name:City of Ottawa

Abion Wood Stage 2 PumpingParsons

DESIGN SUBJECT

TRIBUTARY

POPULATION OR

EQUIVALENT

POPULATION DENSITY

PER CAPITA FLOW

INFILTRATION RATEINFILTRATION FLOWDESIGN PEAK FLOW

PUMPSPUMP DISCHARGE

FORCE MAIN DIAMETERVELOCITY

* The total number of units is a combination of 142 residential lots and 9 equivalent lots for the commercial area and community centre

Table 2(H-2 of APPENDIX H)

SEWAGE PUPMING STATION DESIGN - TABLE 2

Municipality:

Designed by:

UNIT C=120 C=130 C=140L/s 9.94 9.94 9.94mm 100.00 100.00 100.00m/s 1.27 1.27 1.27m 675 675 675m 14.73 12.70 11.07m 0 0.00 0.00m 0 0.00 0.00m 14.73 12.70 11.07m 97.05 97.35 97.35m 97.65 97.65 100.3m 103.5 103.5 103.5

MAX. m 6.45 6.15 6.15MIN. m 5.85 5.85 3.2

MAX. m 21.18 18.85 17.22

MIN. m 20.58 18.55 14.27

City of OttawaPumping Station Name: Abion Wood Stage 2 Pumping

Parsons

DESIGN SUBJECT

DISCHARGE LINE HEAD LOSS

STATIC HEAD

TOTAL DYNAMIC HEAD

FORECEMAIN LENGTH

TOTAL HEAD LOSSLOW WATER LEVEL WET WELLHIGH WATER LEVEL WET WELLFORCEMAIN END ELEVATION

PUMP DESIGN FLOWFORCEMAIN DIAM.

VELOCITY

FORCEMAIN HEAD LOSSSUCTION LINE HEAD LOSS

Table 3 (Abstracted from Appendix I)INFORMATION REQUIRED FOR SEWAGE PUPMING STATIONS APPLICATIONS

Emergency Alarm Level 97.95 mSewer Invert 98.33 mLowest Basement Elevation 100.3 mStation Diameter 1.2 mSewer Diameter 200 mmSewer Length 930 mAvg Daily 1.75 l/sPeak Design 9.94 l/s

m3 storage available in sewers 29.22 m3m3 storage available in pump station 0.43 m3Total 29.64658 m3 29646.58 L

Time average daily 283 minutes 4.713288 hoursTime Peak Design 50 minutes 0.828382 hours

Low Liquid Level (Pump Stop) 97.05 Pipe ID (100mm PVC DR 25) 0.1 mMedian Liquid Level 97.35 Forcemain Length 675 m

High Liquid Level (Pump Start) 97.65Overflow Liquid Level 100.3 Volume of sewage in forcemain: 5.30 cu.m.

Forcemain End Elevation 103.5

Phase 2 Stage 1 (existing) Median Liquid Level 130 2.56 0.33 1.03 97.05 103.50 6.45 7.48Phase 2 Stage 2 Median Liquid Level 130 4.76 0.61 3.25 97.05 103.50 6.45 9.70Phase 2 Stage 3 Median Liquid Level 130 7.47 0.95 7.48 97.05 103.50 6.45 13.93Phase 2 Stage 4 Median Liquid Level 130 9.94 1.27 12.70 97.05 103.50 6.45 19.15

Phase 2 Stage 1 (existing) Low Liquid Level 120 2.56 0.33 1.19 97.35 103.50 6.15 7.34Phase 2 Stage 2 Low Liquid Level 120 4.76 0.61 3.77 97.35 103.50 6.15 9.92Phase 2 Stage 3 Low Liquid Level 120 7.47 0.95 8.68 97.35 103.50 6.15 14.83Phase 2 Stage 4 Low Liquid Level 120 9.94 1.27 14.73 97.35 103.50 6.15 20.88

Phase 2 Stage 1 (existing) Overflow Liquid Level 140 2.56 0.33 0.90 100.30 103.50 3.20 4.10Phase 2 Stage 2 Overflow Liquid Level 140 4.76 0.61 2.83 100.30 103.50 3.20 6.03Phase 2 Stage 3 Overflow Liquid Level 140 7.47 0.95 6.52 100.30 103.50 3.20 9.72Phase 2 Stage 4 Overflow Liquid Level 140 9.94 1.27 11.07 100.30 103.50 3.20 14.27

PUMP STATION OPERATING CONDITIONS

C Factor Flow (L/s)F/M

Velocity (m/s)

F/M Headloss

(m)

Wet Well Liquid Level

(m)

F/M End Elevation

(m)

Static Head (m)

Total Dynamic Head (m)

Discharge Condition

Patented self cleaning semi-open channel impeller, ideal f or pumping inmost waste water applications. Possible to be upgraded with Guide-pin®f or ev en better clogging resistance. Modular based design with highadaptat ion grade.

Head

255 126mm255 126mm

60.2% Ef f .

0

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Impeller

Frequency

Motor

Rated v oltage

-

Rated power

Rated speed

Number of poles

Rated current

400 V60 Hz

2.98 kW

2

3395 1/min

5.8 A

NP 3085 SH 3~ Adaptive 255

Motor #

3~

Suction Flange Diameter

DN 80

Ø20(4x)

Z Z

Z - Z

NP 3085 SH

Dimensional drwg

500

120

270

348

400

260*

239

835

145

580

250

200

64 100

27°

72

116

86

112

174

145

145

400 33

DIMENSION TO ENDS OF GUIDE BARS *

VIEW

REF.LINE

REF.LINE

(TO FURTHEST POINT)

REF.LINE

CL O

F D

ISC

H

GUIDE BARS 2"

Weight

Impeller diameter 126 mmNumber of blades 2

N3085.160 15-09-2AL-W 4hpStator v ariant 40

Phases

Starting current 32 A

Technical specification

Note: Picture might not correspond to the current configuration.

Power f actor

Ef f ic iency

1/1 Load3/4 Load1/2 Load

1/1 Load3/4 Load1/2 Load

0.930.920.88

79.0 %81.5 %82.0 %

80 mmCurve according to: ISO 9906

P - Semi permanent, WetInstallation:

Configuration

Impeller material Grey cast iron

General

Discharge Flange Diameter 80 mm

Water, pure

2405Albion Wood 2014-10-17

Last updateCreated on

2014-09-09Mathew Theiner

Created byProject IDProject

Head

Efficiency

Total efficiency

Shaft power P2

Power input P1

NPSH-values

255 126mm255 126mm

60.2% Eff.

17.8 m

53.4 %

42.7 %

2.86 kW

3.59 kW

5.07 m 8.75 l/s

255 126mm255 126mm

17.8 m

53.4 %

42.7 %

2.86 kW

3.59 kW

5.07 m 8.75 l/s

255 126mm255 126mm

17.8 m

53.4 %

42.7 %

2.86 kW

3.59 kW

5.07 m 8.75 l/s

255 126mm (P2)255 126mm (P2)

17.8 m

53.4 %

42.7 %

2.86 kW

3.59 kW

5.07 m 8.75 l/s

255 126mm (P1)255 126mm (P1)

17.8 m

53.4 %

42.7 %

2.86 kW

3.59 kW

5.07 m 8.75 l/s

255 126mm255 126mm

17.8 m

53.4 %

42.7 %

2.86 kW

3.59 kW

5.07 m 8.75 l/s

0

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[kW]

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8

9

[m]

0 2 4 6 8 10 12 14 16 18 20 22 [l/s]

Motor #

60 Hz

Phases 3~

400 VNumber of poles 2

Rated power 2.98 kW

Starting currentRated current 5.8 A

Rated speed 3395 1/min

N3085.160 15-09-2AL-W 4hpStator variant

Number of blades 2

Power factor

NP 3085 SH 3~ Adaptive 255

Suction Flange Diameter

Performance curve

Pump

Impeller diameter 126 mm

Motor

Rated voltage

32 A

Efficiency

1/1 Load

3/4 Load

1/2 Load

1/1 Load

3/4 Load

1/2 Load

Frequency40 0.93

79.0 %

0.92

0.88

81.5 %

82.0 %

80 mm

Curve according to: ISO 9906

Discharge Flange Diameter 80 mm

Water, pure

2405Albion Wood 2014-10-17




Head

255 126mm

60.2% Eff.

17.8 m

8.75 l/s0.00.51.01.52.02.53.03.54.04.55.05.56.06.57.07.58.08.59.09.5

10.010.511.011.512.012.513.013.514.014.515.015.516.016.517.017.518.018.519.019.520.020.521.021.522.022.523.023.524.024.525.025.526.026.527.027.528.028.529.029.530.030.531.031.5

[m]

0 2 4 6 8 10 12 14 16 18 20 22 [l/s]

1

2

3

4

NP 3085 SH 3~ Adaptive 255Duty Analysis


Indiv idual pump Total

4 8.75 l/s 17.8 m 2.86 kW 8.75 l/s 17.8 m 2.86 kW 53.4 % 0.114 kWh/m³ 5.07 m3 9.36 l/s 17.2 m 2.88 kW 9.36 l/s 17.2 m 2.88 kW 54.9 % 0.107 kWh/m³ 5.08 m2 9.28 l/s 17.3 m 2.88 kW 9.28 l/s 17.3 m 2.88 kW 54.7 % 0.108 kWh/m³ 5.08 m1 9.09 l/s 17.5 m 2.87 kW 9.09 l/s 17.5 m 2.87 kW 54.3 % 0.11 kWh/m³ 5.07 m

Pumps running Specific /System Flow Head Shaft power Flow Head Shaft power Pump eff. energy NPSHre

Water, pure

2405Albion Wood 2014-10-17




Head

Efficiency

Total efficiency

Shaft power P2

Power input P1

NPSH-values

255 126mm255 126mm

60.2% Eff.

55 Hz55 Hz

60.2%

50 Hz50 Hz

60.2%

45 Hz45 Hz

60.2%

40 Hz40 Hz

60.2%

35 Hz35 Hz

60.2%

255 126mm255 126mm55 Hz55 Hz50 Hz50 Hz45 Hz45 Hz40 Hz40 Hz35 Hz35 Hz255 126mm255 126mm55 Hz55 Hz50 Hz50 Hz45 Hz45 Hz40 Hz40 Hz35 Hz35 Hz

255 126mm (P2)255 126mm (P2)

55 Hz55 Hz

50 Hz50 Hz

45 Hz45 Hz40 Hz40 Hz

35 Hz35 Hz

255 126mm (P1)255 126mm (P1)

55 Hz55 Hz

50 Hz50 Hz

45 Hz45 Hz

40 Hz40 Hz35 Hz35 Hz

255 126mm255 126mm

55 Hz55 Hz

50 Hz50 Hz

45 Hz45 Hz

40 Hz40 Hz

35 Hz35 Hz

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30

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[%]

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3.5

[kW]

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3

4

5

6

7

8

9

[m]

0 2 4 6 8 10 12 14 16 18 20 22 [l/s]

NP 3085 SH 3~ Adaptive 255VFD Curve

Curve according to: ISO 9906Water, pure

2405Albion Wood 2014-10-17




Head

255 126mm

60.2% Eff.

17.8 m

8.75 l/s

55 Hz

60.2%

50 Hz

60.2%

45 Hz

60.2%

40 Hz

60.2%

35 Hz

60.2%

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

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NP 3085 SH 3~ Adaptive 255VFD Analysis


Indiv idual pump Total

4 60 Hz 8.75 l/s 17.8 m 2.86 kW 8.75 l/s 17.8 m 2.86 kW 53.4 % 0.114 kWh/m³ 5.07 m4 55 Hz 7.65 l/s 15.3 m 2.18 kW 7.65 l/s 15.3 m 2.18 kW 52.4 % 0.0968 kWh/m³ 4.4 m4 50 Hz 6.53 l/s 13 m 1.63 kW 6.53 l/s 13 m 1.63 kW 51 % 0.0843 kWh/m³ 3.78 m4 45 Hz 5.34 l/s 10.9 m 1.18 kW 5.34 l/s 10.9 m 1.18 kW 48.7 % 0.0758 kWh/m³ 3.21 m4 40 Hz 4.03 l/s 9.18 m 0.815 kW 4.03 l/s 9.18 m 0.815 kW 44.5 % 0.0727 kWh/m³ 2.68 m4 35 Hz 2.48 l/s 7.73 m 0.534 kW 2.48 l/s 7.73 m 0.534 kW 35.3 % 0.0844 kWh/m³ 2.22 m3 60 Hz 9.36 l/s 17.2 m 2.88 kW 9.36 l/s 17.2 m 2.88 kW 54.9 % 0.107 kWh/m³ 5.08 m3 55 Hz 8.18 l/s 14.8 m 2.2 kW 8.18 l/s 14.8 m 2.2 kW 53.9 % 0.0911 kWh/m³ 4.4 m3 50 Hz 6.97 l/s 12.6 m 1.64 kW 6.97 l/s 12.6 m 1.64 kW 52.5 %0.0795 kWh/m³3.78 m3 45 Hz 5.68 l/s 10.7 m 1.19 kW 5.68 l/s 10.7 m 1.19 kW 50.1 % 0.0717 kWh/m³ 3.2 m3 40 Hz 4.26 l/s 9 m 0.819 kW 4.26 l/s 9 m 0.819 kW 46 % 0.069 kWh/m³ 2.67 m3 35 Hz 2.6 l/s 7.65 m 0.535 kW 2.6 l/s 7.65 m 0.535 kW 36.5 % 0.0807 kWh/m³ 2.21 m2 60 Hz 9.28 l/s 17.3 m 2.88 kW 9.28 l/s 17.3 m 2.88 kW 54.7 % 0.108 kWh/m³ 5.08 m2 55 Hz 8.11 l/s 14.8 m 2.2 kW 8.11 l/s 14.8 m 2.2 kW 53.7 % 0.0919 kWh/m³ 4.4 m2 50 Hz 6.91 l/s 12.7 m 1.64 kW 6.91 l/s 12.7 m 1.64 kW 52.3 % 0.0801 kWh/m³ 3.78 m2 45 Hz 5.63 l/s 10.7 m 1.18 kW 5.63 l/s 10.7 m 1.18 kW 49.9 % 0.0722 kWh/m³ 3.2 m2 40 Hz 4.23 l/s 9.02 m 0.818 kW 4.23 l/s 9.02 m 0.818 kW 45.8 % 0.0695 kWh/m³ 2.67 m2 35 Hz 2.58 l/s 7.66 m 0.535 kW 2.58 l/s 7.66 m 0.535 kW 36.3 % 0.0811 kWh/m³ 2.21 m1 60 Hz 9.09 l/s 17.5 m 2.87 kW 9.09 l/s 17.5 m 2.87 kW 54.3 % 0.11 kWh/m³ 5.07 m1 55 Hz 7.94 l/s 15 m 2.19 kW 7.94 l/s 15 m 2.19 kW 53.3 % 0.0936 kWh/m³ 4.4 m1 50 Hz 6.77 l/s 12.8 m 1.64 kW 6.77 l/s 12.8 m 1.64 kW 51.8 % 0.0816 kWh/m³ 3.78 m1 45 Hz 5.53 l/s 10.8 m 1.18 kW 5.53 l/s 10.8 m 1.18 kW 49.5 % 0.0734 kWh/m³ 3.2 m1 40 Hz 4.16 l/s 9.08 m 0.817 kW 4.16 l/s 9.08 m 0.817 kW 45.3 % 0.0706 kWh/m³ 2.67 m1 35 Hz 2.55 l/s 7.69 m 0.534 kW 2.55 l/s 7.69 m 0.534 kW 36 % 0.0823 kWh/m³ 2.21 m

Pumps running Specific /System Frequency Flow Head Shaft power Flow Head Shaft power Hyd eff. energy NPSHre

Water, pure

2405Albion Wood 2014-10-17




NP 3085 SH 3~ Adaptive 255Dimensional drawing

DN 80

Ø20(4x)

Z Z

Z - Z

NP 3085 SH

Dimensional drwg

500

120

270

348

400

260*

239

835

145

580

250

200

64 100

27°

72

116

86

112

174

145

145

400 33

DIMENSION TO ENDS OF GUIDE BARS *

VIEW

REF.LINE

REF.LINE

(TO FURTHEST POINT)

REF.LINE

CL O

F D

ISC

H

GUIDE BARS 2"

Weight

2405Albion Wood 2014-10-17




TOP Pre-engineered Fiberglass Pump StationThe OPTimum PumP STaTiOn

Flygt pump station controls

Standard Control Features

•UL 508 listed

•NEMA 4X 304 Stainless Steel enclosure with aluminum dead front inner door

•Lockable enclosure

•Hand/Off/Auto Selector switches

•Full voltage across-the-line starting

•Main incoming power circuit breaker

• Individual pump circuit breakers

•NEMA rated motor starters w/overloads

•Mini-CAS II pump seal & motor thermal protection

•APP 521 duplex pump controller

•Current transformers

•24VDC power supply

•ENM-10 float regulators

Available Options

•Generator receptacle and plug assembly with manual transfer switch

•Solid state reduced voltage starting

•LS-100 submersible pressure transducer

•MIO module and multi-sensor level probe

•Horn or bell audible alarm

•Anti-condensation heater and thermostat

•Back up floats (2 x ENM-10, when transducer or probe option is selected)

•Elapsed time meters for pumps

•TD-33 Telephone modem

•12” x 10” space in panel reserved for future telemetry

Xylem offers offers a fully engineered control panel solution. Our integrated, purposely designed control panels provide an intuitive user interface with the reliability you have come to expect from the leader in submersible pumping.

TOP StationPremium pre-engineered pump station

The Flygt TOP fiberglass pump station from Xylem is a premium, pre-engineered and factory built packaged pump station that utilizes advanced features to provide customers with superior pump station performance.

The innovative, self-cleaning, TOP Station sump bottom directs the solids and debris normally found in waste-water to the inlet of the Flygt N-Pumps where they can be effectively pumped away.

The interior of the pump station has a smooth finish which helps inhibit the build-up of grease and sludge.

The outside diameter of the station is equipped with an integral anti-flotation ring utilized to secure the station in place.

The aluminum pump station lid utilizes an integral Safe-Hatch access cover that provides personnel fall-through protection when the aluminum access door is opened. The raised frame provides a kick plate surround eliminating the possibility of tools or debris rolling into the pump station.

During normal inspection, individual pumps can be raised and placed upon one of the closed Safe-Hatch grates and washed-down. The debris will fall back down into the sump resulting in a clean pump to check.

Fully sealed station wall penetrations can be factory installed for the influent pipe, discharge pipes, and electri-cal connection points. Depending on pipe diameter, properly selected fiberglass hubs with link seals are utilized. Influent pipe wall penetration can be shop installed or field located.

•Pre-engineered, factory built pump station

– Available in 4-ft, 5-ft or 6-ft diameters

•Heavy-wall filament-wound fiberglass tank

•Exclusive self-cleaning TOP sump bottom

•Flygt heavy-duty submersible N-Pumps

– Clog-free, innovative technology

– 3-hp through 35-hp motors

– Self-cleaning N-Impeller

– Sustains high hydraulic efficiency

•Flygt mix-flush valve

– Provides sump mixing

– Re-suspends solids

•2”, 3”, 4” or 6” diameter discharge pipe

– PVC discharge pipe

– Stainless steel discharge pipe

•Stainless steel guide bars

•Stainless steel upper guide bar bracket

•Stainless steel cable holder hooks

• Integral Safe-Hatch aluminum access cover

•Flygt Grip-eye easy lift pump retrieval system

•4-in diameter PVC station vent pipe

•Pump station level control choices

– Flygt ENM-10 ball float-type

– Flygt LS-100 pressure transducer-type

– Flygt probe-type

•Duplex Flygt pump station controls

– NEMA-4 enclosure

– Several enclosure material choices

– UL listed control available

– NEMA or IEC rated starters available

– Standard and custom controls

•Single lift, easy station installation

•Single-source responsibility

Features & benefits

Flygt TOP pre-engineered pump station

Grip-eye lifting device

Safe-Hatch access cover

Flygt N-Pump

Flygt Mix-flush valve

4” station vent pipe

Stainless steel guide bars

Heavy-wall construction

Level control system

TOP self-cleaning basin

•

•

• •

•

•

•

•

•

Xylem |'zīl m|1) The tissue in plants that brings water upward from the roots; 2) a leading global water technology company.

We’re 12,000 people unified in a common purpose: creating innovative solutions to meet our world’s water needs. Developing new technologies that will improve the way water is used, conserved, and re-used in the future is central to our work. We move, treat, analyze, and return water to the environment, and we help people use water efficiently, in their homes, buildings, factories and farms. In more than 150 countries, we have strong, long-standing relationships with customers who know us for our powerful combination of leading product brands and applications expertise, backed by a legacy of innovation.

For more information on how Xylem can help you, go to www.xyleminc.com

Xylem, Inc.14125 South Bridge CircleCharlotte, NC 28273Tel 704.409.9700Fax 704.295.9080www.xyleminc.com

Flygt is a trademark of Xylem Inc. or one of its subsidiaries. © 2012 Xylem, Inc. APR 2012

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APPENDIX D | Sewage Treatment Plant Design Package By Ecochem International Inc.

Wastewater treatment design booklet - Albion woods

Ecochem International Inc.10 rue Waterloo, Waterloo (Québec)J0E 2N0

1Tél : (450) 539-4840Fax : (450) 539-4433

[email protected]

Parameters Inlet Effluent Unit

cBOD5 650 mg/L < 5 mg/L mg/LTSS 500 mg/L < 5 mg/L mg/LTKN 60 mg/L < 5 mg/L mg/LTN < 5 mg/L mg/L

1. Project History

Parkbridge Lifestlyes Communities Inc. has decided to replace their existing Albion Woods Phase 2 modularized sanitary sewage system to a centralized treatment system to support the build-out of the development. The wastewater to be treated is generated from a residential community including a community center and a small commercial lot. No industrial uses are being proposed. The estimated build-out sanitary flow have been established at 157 m3/day with the characteristics stated in the table below. The data was supplied by the consulting engineer.

In order for the development to proceed, a sewage treatment design that meets the dischargelimits and regulations set forth by the Ministry of The Environment and Climate Change ofOntario (MOE) must be designed and constructed. Ecochem was awarded a contract, byParkbridge, to supply a complete treatment package to meet these objectives. Due to theramp up of the development and the flow variations, Ecochem has proposed an MBRBiological process which has been proven highly effective for continuous operations andresults in extremely high quality treated effluent.

Design and treatment criteria

The present document outlines the proposed treatment solution and selected major components of thetreatment plant.

APPENDIX E | MBR Case Study

W W W . M I C R O D Y N - N A D I R . C O MW W W . M I C R O D Y N - N A D I R . C O M

W W W . M I C R O D Y N - N A D I R . C O M

MBR HÜNXE

BIO-CEL® Membrane Bio Reactor plant

(MBR) for municipal wastewater treatment


HÜNXE Germany


History

Target of the project:

• Enlargement of the capacity to 17,000 EP• Enhancement of the technical situation and cleaning performance of the existing plant according to the actual guidelines.

Member of the project:

• Emschergenossenschaft / Lippeverband (Assoc. for sewage treatment).• Dahlem Beratende Ingenieure (Engineering office for urban planning)


Basic data of the Hunxe MBR plant

Daily average flow: 1,130 m³/dPeak flow: 270 m³/hDry weather flow 70.5 m³/hMinimum temperature: 8 °CCOD 935 mg/lBOD 467 mg/lTSS 545 mg/lNH4-N (70%) 60 mg/lNorg (30%) 26 mg/lPges 14 mg/l

Wastewater characteristic for the MBR plant


Success factors for BIO -CEL® modules

In comparison to Flat sheet system - BIO-CEL ®

• is a very innovative product.• is back flushable like a hollow fiber

=> more effective cleaning• has a higher package density

=> less space requirement• do not need double stack installation

=> easier installation, less connecting work• has fine bubble aeration

=> less energy demand for the whole system


Flow chart of the plant

Outlet

Screening plant Sand

catcherPrimary

sedimentationClarifier

Screen 2 mm

MBR Denitrification /Nitrification Tank

100%


Recirculation Flow


Design of BIO -CEL® MBR plant

Parameters Measure Design Operation

Loading rate COD Kg/COD/m³/d 1-4 2.3

F/M Kg/COD/kg VSS/d .12 - .55 0.25

SRT Days 20-335 25

MLSS g/l 5-12 4.5

Sludge SRR Q .3-.7 .45

Anoxic Volume % 10-50% 35%


Operating conditions and design

Filtration cycleFiltration 8.5 minRelaxing 0.5 minBack flushing 0.5 minRelaxing 0.5 min

Dimensions of pumps:Max. net flux per train 67.5 m³/hMax. filtration flux per train 82.0 m³/hMax. back flush volume (15 l/m²*h) 42.0 m³/h at max. 150 mbarPump dimension 86.0 m³/h at 400 mbar


Flow chart of the plant


Operating Results 2009 -2010


Operating conditions and design

BIO-CEL®-ModulesThe Solution for state-of-the-art MBR-TechnologyBackwashable - Self-Healing - Mechanically Cleanable

Tighter discharge regulations, urbanization and the increase in water recycling have made Membrane-Biological-Reactors (MBR) the leading innovation in wastewater treatment through conven-tional activated sludge. Traditionally, activated sludge treatment relies upon solids settling in a secondary clarifier to separate the biomass from the treated wastewater. This process has the dis- advantage of running at a lower MLSS (Mixed Liquor Sus-pended Solids), thus requiring more space and produc-ing lower quality effluent. With MBR technology, the clarifi-er is replaced by a physical barrier – our BIO-CEL® membrane module. This physical barrier enables the MBR to operate at higher MLSS levels, thereby requiring a smaller overall footprint. The BIO-CEL® membrane separates within the ultrafiltration spectrum, producing high quantities of quality effluent at consistent flows. Efficiency, reliability and cost effectiveness, as well as long term viability, are just some of the characteristics of the BIO-CEL® module. The solids free effluent is suitable for recycling applications, such as irrigation or as feed for process water. BIO-CEL® combines the benefits of traditional hollow fiber and plate and frame configura-tions without any of their inherent disadvantages. The self-support-ing membrane sheet is just 2 mm thick, resulting in an extremely high packing density and very low specific energy consumption.

The BIO-CEL® configuration is based on flat sheet technology, with crossflow eliminating clogging and reducing downtime. The module´s open top and bottom channels reliably prevent the depo-sition of sludge and fiber accumulation during the continuous cross-flow process. The self-supporting structure of the membrane module enables frame-free installation, thus eliminating blockages around the external boundaries of each component.

The membrane module is configured to allow for consistent perme-ate flow and a highly effective backflush over the entire membrane surface. In summary, the BIO-CEL® offers high packing density with optimal purification.

For large scale applications with a total inflow to the MBR plant of > 2,000 m3/d of wastewater to be treated, the BIO-CEL® XL with a total membrane area of 1,900 m2 has been developed.

BIO-CEL®Submerged MBR Modules

ADVANTAGES» physical barrier for the retention of solids and bacteria

» module design is unsusceptible to braiding/sludge deposits

» backwashable with filtrate or with chemicals if required

» high packing density

» low energy demand

» reliable performance

» self-healing membrane laminate

» fine bubble aeration


1 Fine bubble crossflow aeration

2 Activated sludge

3 Filtrate flow inside laminate

4 Purified effluent

1 Crossflow aeration

2 Filtrate extraction (approx. 100 mbar)

3Flat sheet membranes• no braiding• hydraulic conditions optimized

4

Laminated membranes• no gap clogging• no edge clogging• low weight• high packing density

5Bottom open construction•no sedimentation

Especially when considering wastewater treatment using MBRs the integrity of the membrane plays a significant role. The actual cleaning of the wastewater in the MBR process is being performed by the biomass in the system. The membrane used must now ensure the safe separation of the biomass from the cleaned wastewater. Superficial damages to the membrane should therefore not compromise this.

If membranes are being installed in a wastewater treatment plant for many years possible damages to the membrane cannot be avoided – may they be caused by a screwdriver or any other debris falling into the filtration chamber. Indeed membranes are “vulnerable” but when using the appropriate module construction superficial damages to the membrane will not result in a serious problem.

In conventional plate and frame modules the membranes are mounted on a plastic plate and then glued or welded onto the frames. A hole in the membrane will then inevitably lead to a by-pass of unfiltered wastewater from the plant.

With the laminate used in the BIO-CEL® module MICRODYN-NADIR has found a way to solve this problem. Instead of fixing the membrane on a mounting plate from both sides, the membrane is being laminated from two sides onto a special spacer material.

Subsequently, “laminate sheets” are being cut out of this laminate and welded on the sides. The suction of the clear filtrate is done through a permeate hole in the center of the sheet.

In case of damage caused to the membrane the spacer material allows for a sealing of the damage through the help of the biomass in the system. Even after the occurence of a severe detraction of the membrane laminate, solids and bacteria can still be rejected by the membrane laminate.

Laboratory tests have proven that the membrane laminate “heals” itself in less than two minutes even under worst case conditions.

For MBR-SystemsInnovative Membrane Laminate with Self-Healing Effect

BIO-CEL®

Separation processes which are based on membrane technology are being applied more and more frequently. As membranes do not seem to be very robust per se, the question if membranes could be a suitable solution for “rough” applications arises.

(Mechanical Cleaning Process)

Energy optimization through BIO-CEL®-MCP

As a further process-integrated feature, the BIO-CEL® mem-brane module can also be cleaned mechanically, through the use of the patented BIO-CEL®-MCP 2) (Mechanical Cleaning Process), which helps to reduce operating costs as well as to minimize the energy demand. This innovative process reduces the formation of a fouling layer. The membrane cleaning process is being supported by the crossflow aeration and the use of the cleaning efficiency of inert, organic material (MCP granulate).

The MCP granulate is added directly into the activated sludge. The airflow induced by the module-integrated membrane aeration system draws the MCP granulate up between the membrane sheets. As the MCP granulate rises, the membrane area is continually cleaned through the direct contact of the granulate with the sludge on the membrane surface. The fouling layer formed during the filtration process is removed re-liably without compromising the functionality of the membrane.

In the downstream area outside the membrane modules, the current draws the granulate back to the base of the module where it enters again into the upstream flow. The MCP gran-ulate has been designed for permanent usage. It is retained in the filtration tank by suitable separation systems.

This mechanical cleaning can only be used in conjunction with BIO-CEL® modules, because other module types do not incor-porate the required constructional and hydraulic characteristics to perform a mechanical cleaning.

Long-term testing shows that a chemical free operation is possible. The efficiency and reliability of the MCP technique could be proven by the continuous operation of a pilot plant for two years. Other large scale applications have been operating successfully for a number of years.

MAJOR ADVANTAGES OF THE BIO-CEL®-MCP:

» BIO-CEL®-MCP mechanically removes the cake layer from the membrane which significantly enhances the flux.

» Cost efficient process through a minimization of the installed membrane area and significantly lower energy demand as a result of reduced air sourcing requirements due to an enhancement of the specific flux

» Continuous membrane integrity – stable and reliable effluent quality

» No or low demand for chemical cleaning – thus, a continuous filtration process is possible

Note: The Mechanical Cleaning Process (MCP) for BIO-CEL® membrane bio reactors was developed by MICRODYN-NADIR (S. Krause), Darmstadt Technical University (Peter Cornel) and Osnabrueck University of Applied Sciences (Frank P. Helmus and Sandra Rosenberger).

BIO-CEL® Membrane Material

Type Frame Size Cassette Size Membrane Type

BIO-CEL® module

10 m² 10 m²

Ultrafiltration 150 kDa

50 m² 25 m²

100 m² 25 m²

416 m² 104 m²

1900 m² 475 m²

BIO-CEL® Membrane Module

Decoding of the product code: B C 5 0 F - C 2 5 - U P 1 5 0

Polymer MWCO Pore Size Support Layer Drainage Chlorine Resistance

Polyethersulfone (PES) 150 kDa 0.04 µm Polyester Polyester 500 000 ppmh

1 m2 =̂ 10.764 ft2 | 1L =̂ 0.26 us-gal. | 1“ =̂ 2.54 cm

BIO-CEL® Module and Operating Data

Note: (1) Only for piloting purposes // (2) Excluding extra feet // (3) Vn is the volume flow rate at standard conditions according to DIN ISO 2533:1979-12 // (4) Other concentrations possible. Please consult your MICRODYN-NADIR representative

Final sizing and selection has to be approved by an off icial MICRODYN-NADIR representative. Please contact phone + 49 611 962 6001 or www.microdyn-nadir.de

Parameters BC10F-C10-UP150 1) BC50F-C25-UP150 BC100F-C25-UP150 BC416F-C104-UP150 2) BC XL-1 2)

Membrane surface 10 m² 50 m² 100 m² 416 m² 1900 m²

Frame material PVC PE PE PE Stainless Steel 1.4571

Cassette material - PVC PVC PVC Stainless Steel 1.4571

Dimensions [mm] 610 x 154,5 x 1610 702 x 694 x 1563 702 x 1270 x 1563 1152 x 1298 x 2763 2100 x 2800 x 2650

Operating pressure -30 to -400 mbar -30 to -400 mbar -30 to -400 mbar -30 to -400 mbar -30 to -400 mbar

Max. Backwash pressure 150 mbar 150 mbar 150 mbar 150 mbar 150 mbar

Max. operating temperature

40 °C 40 °C 40 °C 40 °C 40 °C

pH-range 2 – 11 2 – 11 2 – 11 2 – 11 2 – 11

Max. air flow rate (Vn) 3) 6 m³/h 30 m³/h 60 m³/h 140 m³/h 665 m³/h

Recommended content suspended solids (SS) 4) 12 g/L 12 g/L 12 g/L 12 g/L 12 g/L


7900

04/14-3

MICRODYN-NADIR GmbHKasteler Straße 4565203 Wiesbaden / GermanyPhone: + 49 611 962 [email protected]

MICRODYN TECHNOLOGIES INCP. O. Box 98269Raleigh, NC. 27624, USAPhone: + 1 919 341 [email protected]

MICRODYN-NADIR(Xiamen) Co.,LtdNo. 66 Jinting North Road XinglinXiamen, China 361022Phone: + 86 592 677 [email protected]

MANN+HUMMEL ULTRA-FLO PTE. LTD.2 Tuas Avenue 10639126 SingaporePhone: +65 6457 [email protected]

MANN+HUMMEL Fluid BrasilRua Antonio Ovídio Rodrigues, 845Parque Industrial Jundiaí III (FAZGRAN)13213-180 Jundiaí - SPPhone: +55 (11) 3378 [email protected]

» Global availability

» Intensive technical consulting

» Ideal choice of membranes and modules

» Support with engineering and plant design

» Laboratory and pilot tests

» After Sales Service

WE SUPPORT YOU – WORLDWIDE!

SEPARATION – OUR PASSION

For more than 45 years, MICRODYN-NADIR has developed innovative membranes and membrane modules for micro-, ultra- and nano-fil-tration as well as solutions to support our customers’ needs in op-eration, performance, efficient membrane processes and regulatory compliance.

We will deliver products, information and services, which fully meet or exceed customer expectations. Our team focuses on continual improvement to achieve the highest possible level of customer sat-isfaction and to be recognized by our customers as the technology and quality leader.

We are not satisfied until our products have been successfully inte-grated into your customers’ plants and processes. That is our passion.

Our quality system is designed to support these goals.

Branch OfficesSales PartnersMANN+HUMMEL Water Filtration Companies

APPENDIX F | Pressure Distribution Sewage Disposal Bed Design & Specifications

Date: December 8, 2014 Albion Woods - EO2405EOB

This worksheet is for use in Alberta to: size the orifices in distribution lateral pipes, size effluent delivery piping,

Minimum pressure at the orifice:3/16" or less orifice = 5 ft. Minimum - 2.6.2.5 (1), (p 48)larger than 3/16" orifice = 2 ft. Minimum - 2.6.2.5 (1) (p 48)

Note: larger sizes are less likely to plug.

Length of Distribution LateralFrom system design drawings

Select a spacing of orifices to attain even distribution over the treatment area:

Pressure Distribution, Orifice, Pipe & Pump SizingThis design worksheet was developed by Alberta Municipal Affairs and

Alberta Onsite Wastewater Management Association.The completed installation is to comply with Alberta Private Sewage Standard of Practice 2009.

and to calculate the required capacity and pressure head capability of the effluent pump. It can be used for: calculating delivery of effluent to laterals in disposal fields, mounds and sand filters.

This worksheet does NOT consider all of the mandatory requirements of the Standard.It is intended for use by persons having training in the private sewage discipline.

Note: Page numbers refer to the Private Sewage Systems Standard of Practice 2009.

Use only Imperial units of measurement throughout (feet, inches, Imperial gallons, etc…).

Step 1) Select the pressure head to be maintained at the orifices:

Design pressure at lateral orifices 5 ft. P1

Note: worksheet will not provide an adequate design if laterals are at different elevations. Differing elevations will result in a different pressure head and volume of discharge at the orifices in each lateral. Additional considerations must be made for laterals at differing elevations.

Step 2) Select the size of orifice in the laterals:

Minimum size: 2.6.1.5. (1)(e) p. 46 1/8" Orifice Diameter selected 3/16 in. P2

Step. 3) Select the spacing of orifices and determine the number of orifices to be installed in distribution laterals:

Spacing of Orifices selected for design

Resulting number of orifices per lateral

98.4 ft. ÷ 3 ft. = 32.8 P3a

Maximum spacings are determined for :* 5 ft. Primary treated effluent: 2.6.1.5 (e) (pp. 46 - 47)* 3 ft. Secondary treated effluent: 8.1.1.8 & 2.6.2.2 (c) (pp 98 & 47 - 48)* 3 ft. On sandy textured soils: 8.1.1.8 (p. 98)

33 X 6 = 198 P3b

From P3a Number of Laterals Total Number of Orifices All Laterals

If laterals are of differing lengths, calculate each separately and add the number of orifices together.

Step 4) Determine the minumum pipe size of the distribution laterals:

Enter the system design information into the 3 boxes below. If distribution laterals are of differing lengths, each lateral must be considered separately.


at Head Pressure Selected

inch- NPS

Orifice Diameter Length of Distribution Lateral Total Orifices Each Lateral

3/16 in. 98.4 ft. 33From P2 From System Design Drawings From P3a

Use Table A.1.A. (pp 140 - 143) when applying the information entered in this step to determine the minimum size of the distribution lateral pipe.

Size of Distribution Lateral Pipe 2 in. P4From Table A.1.A.

Step 5) Determine the total flow from all orifices:

Total Number of Orifices in all laterals

Gal/min for each Orifice Total flow from all lateral orifices

198 X 0.77 Imp. gal /min. = 152.46 Imp. gal

/min. P5

From P3b From Table A.1.B. (pp 144 & 145)

Step 6) Select the type and size of effluent delivery pipe:

Type of pipe used for effluent delivery

Use Tables A.1.C.1 to A.1.C.4 (pp 146 - 149) to aid in decision. A larger pipe will reduce pressure loss.

Pipe size selected

PVC 4 P6

Choose a friction loss from Tables A.1.C.1 to A.1.C.4 in between the bolded lines to ensure a flow velocity between 2 to 5 feet per second. The pipe size selcted will affect the amount of friction loss the pump must overcome to deliver effluent.

Step 7) Calculate the equivalent length of pipe for pressure loss due to fittings:

Equivalent Length of All FittingsInsert total from Worksheet "A" on last page (p.5) of this Pressure Distribution Worksheet 40.0 ft. P7

For Pressure Loss

Step 8) Calculate the equivalent length of pipe from pump to the farthest end of header of distribution laterals for pressure loss:

Length of Piping(ft)

Equivalent Length of Fittings(ft)

Length of Pipe for Friction Loss (ft)

213 + 40.0 = 253.0 P8

Length from pump to farthest end of distribution header supplying laterals.

Equivalent fitting length from P7.

Used to determine total pressure head loss due to friction loss in piping.

Step 9) Calculate the pressure head loss in delivery pipe including fittings:

Total Length of Pipe

Friction Loss per

Delivery Piping


From P8

Step 10) Calculate the total pressure head required at pump:

Measure from lowest effluentlevel in tank to elevation of orifices.

Explain Pressure Loss Allowed if Applied

Step 12) Details of the pump specifications required:

=

for Friction Loss

100 feet of pipe

Pressure Head Loss

3.2131 ft. P9

Don't forget to divide the length by 100 feet to match the factors in the tables.

Use Tables A.1.C. On pp 146 - 150 using flow volume from P5.

2.53 Divide by 100 ft. x 1.27 ft.

Delivery piping pressure loss 3.2131 ft. From P9

+Lift distance of effluent

from effluent level in tank to orifices

10 ft.

+Design pressure at

orifices 5 ft. From P1

+Head loss allowed if an

inline filter is used in pressure piping

ft.

+Add 1 ft to allow for

pressure loss along the distribution lateral

1 ft.

Total minimum pressure head pump must provide at

Imp. gal/min required to supply orifices

19.2131 ft. P10

Step 11) Select the size of the drain back orifice if used and determine the flow from the drain back orifice. Then calculate total flow requirement for pump:

Size of Drain Back Orifice

Determine flow using Head Pressure at Drain Back Orifice

Flow from all lateral orifices

Total Imp. Gallons per Minute from the

pump

3/16 in. 1.5 Imp. gal /min + 152 Imp. gal

/min = 153.974 Imp. gal /min P11

Use pressure head from P10 to find flow

from Extended Table A.1.B.1

From P5

Required Flow Rate (Imp. gal/min)

Required Pressure Head (ft)


153.9736 @ 19.2131 Select the appropriate pump by reviewing the pump curve of available pumps. Select a pump that exceeds the requirments set out in this step by approximately 10% considering both pressure head and volume.

From P11 From P10

Required Flow Rate (US gal/min)

Imp. gal (P11) multiplied by 1.2 = U.S. gallons 184.7683

Step 13) Consider the pumping demands of the system. If they are considered excessive, redesign the pressure distribution system and recalculate the pump demands.


Determine the equivalent length of pipe to allow for friction loss due to fittings in the piping system:

Total

+

+

+

+

+

(M/F Threaded Adaptors)

(Enter this total, Box P7)

Worksheet "Appendix A" Determine Equivalent Length of Pipe due to fittings in piping system.

Friction loss as per Table A.1.C.5 or 6

(p. 150)Number of Fittings

90° Elbows 3 X 7.9 = 23.7

45°Elbows X 4.0 = 0.0

Gate and Ball Valves X 3.0 = 0.0

Tee-on-Branch (TOB)

1 X 16.0 = 16.0

Tee-on-Runs (TOR) X 6.2 = 0.0

=

39.7Total Equivalent Length of pipe to allow for fittings in piping system

Male Iron pipe

Adaptors (MIP)

X 6.5 = 0.0

Leaching Bed Design

minimum length of distribution pipe (m) 30 OBC 8.7.3.1Hydraulic conductivity (cm/sec) 1.4X10^-3 to 1.7x 10^-4 Houle Chevrier Report january 2014 section 3.2.2Perculation time of soil (15min) 8Total daily design sanitary sewage flow in liters 157000Lenth of distrubutiom pipe (m) 2093.333333 OBC 8.7.3.1.4Check if greater than minimum YESMaximum Run length (m) 30Number or runs at maximum length 70If 6 runs per bed, howmany beds 12Litres per bed to dispose per day 13090 2242.857 per run

design report for private sewage works

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