Watermain Hydraulic Modeling

Domtar Lands Redevelopment, City of Ottawa R2 Watermain Hydraulic Modeling

September 10, 2014

i

Table of Contents

1. Introduction.............................................................................................................................1

2. Demands ..................................................................................................................................1

2.1. Consumer Demands .................................................................................................................... 1 2.2. Fire Flows ................................................................................................................................... 2

3. Modeling Considerations .......................................................................................................2

3.1. Boundary Conditions .................................................................................................................. 2 3.2. Watermain Configuration ........................................................................................................... 2 3.3. Pressure Requirements................................................................................................................ 2 3.4. Elevations ................................................................................................................................... 3 3.5. Pipe Characteristics .................................................................................................................... 3

4. Modelling Results....................................................................................................................3

4.1. System Pressures ........................................................................................................................ 3 4.2. Available Fire Flows................................................................................................................... 4 4.3. Transient Pressures ..................................................................................................................... 4

5. Conclusions & Recommendations .........................................................................................4

List of Tables

Table 2-1 Consumer Demands ...................................................................................................................... 1 Table 3-1 Boundary Conditions .................................................................................................................... 2 Table 3-2 Pressure Requirements ................................................................................................................. 3 Table 3-3 Model Pipe Characteristics ........................................................................................................... 3 Table 4-1 Summary of Available Service Pressures ..................................................................................... 4 Table 4-2 Summary of Available Fire Flows ................................................................................................ 4

List of Figures

Figure 1-1 Existing Site Infrastructure .......................................................................................................... 1

Appendices

Appendix A Demand Calculations & Boundary Conditions

Appendix B Modeling Schematic & Pipe and Junction Tables

Appendix C Fire Flow Report


September 10, 2014

1

1. Introduction

The Domtar Lands redevelopment is located on Chaudière Island and Albert Island along Booth Street just outside of downtown Ottawa. This area is planned to be a mix of retail, residential, commercial spaces. The existing infrastructure consists of a 305 mm supply across the Booth St. Bridge feeding an internal network of 203 mm and 152 mm watermains and service lines. The existing infrastructure can be seen in the below Figure 1-1 courtesy of the City of Ottawa 2013 Water Distribution System Map.

Figure 1-1 Existing Site Infrastructure

For this analysis there are two connection points to the existing water system; one at a 305 mm watermain at Booth St. and Middle St.; and one to the 405 mm watermain at Wellington St. and the Portage Bridge via a 200 mm watermain that crosses the Portage Bridge and connects to existing infrastructure.

2. Demands

2.1. Consumer Demands

The initial demands were provided by David Schaeffer Engineering along with the boundary conditions in April 2014. Updated demands with associated boundary condition were provided on August 29

th 2014 and

are summarized in Table 2-1 below. Updated detailed demand calculations are provided in Appendix A.

Table 2-1 Consumer Demands

L/min L/s

Average Day Demand 579.2 9.65

Maximum Day Demand 1266.5 21.11

Peak Hour Demand 1924.4 32.07


September 10, 2014

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2.2. Fire Flows

The preliminary required fire flow was 9,000 L/min (150 L/s), which was provided by David Schaeffer Engineering. As the project develops a more detailed fire flow calculation will be necessary accompanied by updated boundary conditions to reflect the updated fire flow requirements.

3. Modeling Considerations

3.1. Boundary Conditions

Boundary conditions were provided by the City of Ottawa via David Schaeffer Engineering for both modeling scenarios in the form of Hydraulic Grade Line (HGL). Boundary conditions were provided for Average Day Demand, Peak Hour Demand and Fire Flow Demand. The boundary conditions were provided for the initial demand calculations. The details of the boundary conditions are shown below in Table 3-1.

Table 3-1 Boundary Conditions

Dual Connection to Booth Street & Wellington Street

Boundary Conditions @ Booth Street

HGL (m) Elevation (m) m H2O PSI kPa

Avg. DD 115.1 53.4 61.7 87.8 605.3

Fire Flow 109.0 53.4 55.6 79.1 545.4

Peak Hour 108.2 53.4 54.8 78.0 537.6

Boundary Conditions @ Wellington Street

HGL (m) Elevation (m) m H2O PSI kPa

Avg. DD 115.1 56.5 58.6 83.4 574.9

Fire Flow 110.5 56.5 54.0 76.8 529.7

Peak Hour 108.2 56.5 51.7 73.6 507.2

3.2. Watermain Configuration

The watermains network was constructed based on the draft Preliminary Site Servicing Schematic provided by David Schaeffer Engineering on April 28, 2014. The existing watermains were included in the model.

3.3. Pressure Requirements

As outlined in the City of Ottawa Design Guidelines, the acceptable pressures of the distribution systems range between 276 kPa (40 psi) and 689 kPa (100 psi). The generally accepted best practice is to design new water supply and distribution systems to operate between 350 kPa (50 psi) and 480 kPa (70 psi). The maximum pressure at any point in the distribution system in occupied areas outside of the public right of way shall not exceed 552 kPa (80 psi). Pressure requirements are outlined in Table 3-2 on the following page.


September 10, 2014

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Table 3-2 Pressure Requirements

Demand Condition Minimum Pressure Maximum Pressure

(kPa) (psi) (kPa) (psi)

Normal Operating Pressure (maximum daily flow) 350 50 480 70

Maximum Hourly Demand (minimum allowable pressure) 276 40

Maximum Fixture Pressure (Ontario Building Code) 552 80

Maximum Distribution Pressure (minimum hour check) 552 80

Maximum Day Plus Fire 140 20

3.4. Elevations

Elevations and modelled junctions were assigned according to a Preliminary Site Servicing Schematic provided by David Schaeffer Engineering on April 28, 2014 and City of Ottawa 2013 Water Distribution Map. Modelled node elevations were assigned to nearest centre line of road elevations or spot elevations.

3.5. Pipe Characteristics

Pipe characteristics of internal diameter (ID) and Hazen-Williams C-Factors were assigned according to the City of Ottawa Design Guidelines for PVC watermain material outlined below in Table 3-3.

Table 3-3 Model Pipe Characteristics

Nominal Diameter (mm)

ID PVC (mm) C-Factor

150 155 100

200 204 110

Existing Infrastructure

The ID and C-Factor for the existing pipes was assigned based on City of Ottawa Design Guidelines though due the age and material it is likely that pipe characteristics do not conform to the guidelines. The existing infrastructure was installed between 1874 and 1984 and is of Ductile Iron (DI) or Unlined Cast Iron (ULI) materials. For the purpose of this analysis, the ID and C-Factor of all existing pipes was modelled according to MOE and City of Ottawa design guidelines assuming that infrastructure is maintain at generally acceptable conditions. The actual condition of these pipes may result in C-Factors much lower than those used in this analysis. C-Factor testing and/or internal inspection of the pipes is recommended to calibrate the hydraulic model and for condition assessment purposes.

4. Modelling Results

The proposed watermains were sized to the minimum diameter which would satisfy the greater of maximum day plus fire and maximum hour demand. Modelling was carried out for Average Day Demand, Peak Hour Demand and Maximum Day plus Fire Demand using an InfoWater model of the system. Hydraulic analysis was carried out for the two (2) connection scenarios.

4.1. System Pressures

The modelling indicates that the development can be adequately serviced by the proposed watermain configuration and both connection scenarios. The modelled service pressures for Average Day Demand and Peak Hour Demand are shown in Table 4-1 on the following page. Detailed pipe and junction tables are located in Appendix B.

Pressures during Average Day Demand range between 585 kPa and 650 kPa within the MOE and City of Ottawa guidelines but exceeding the OBC fixture pressure of 552 kPa. We do not recommend pressure reduction within the distribution system since all of the proposed buildings will be multi-floor residential and commercial buildings where pressures can be addressed internal by the mechanical systems designers.


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Table 4-1 Summary of Available Service Pressures

Summary of Service Pressures

Average Day Demand Pressure (kPa)

Peak Hour Demand Pressure (kPa)

Scenario 2 (2 Connections)

585 - 650 515 - 580

Note: Values rounded to nearest 5 kPa.

4.2. Available Fire Flows

The minimum allowable pressure under fire flow conditions is 138 kPa (20 psi) at the location of the fire. Fire flow modelling was carried out for both connection scenarios.

The modelling indicates that the fire flows requirements can be met with both connection scenarios. A summary of available fire flows for each scenario is shown below in Table 4-2. Detailed fire flow reports are available in Appendix C.

Table 4-2 Summary of Available Fire Flows

Scenario Required Fire Flow (L/s) Minimum Available Fire Flow (L/s)

Dual Connection 150 199

4.3. Transient Pressures

According to City of Ottawa Design Guidelines all watermains and thrust block shall be designed to withstand the maximum operating pressure plus the transient surge pressure created by stopping a water column moving at 0.6 m/s.

A PVC pipe with dimension ratio (DR) of 18 will experience a pressure surge of 240 kPa for an instantaneous stoppage of water traveling at 0.6 m/s. The maximum operating pressure (650 kPa) plus the transient pressure (240 kPa) will be about 890 kPa which is below the 1030 kPa (150 psi) pressure rating of the DR 18 PVC pipe. All pipes restraints and thrust blocks should be designed to a minimum 1030 kPa (150 psi) design pressure.

5. Conclusions & Recommendations

The proposed preliminary watermain servicing for the Domtar Lands Redevelopment can deliver all domestic and fire flows as per the Ministry of Environment and City of Ottawa Design Guidelines as follows:

Preliminary fire flows are achievable for both connection scenarios.

The service pressures are expected to range between 515 kPa and 650 kPa within the MOE and City of Ottawa guidelines but exceeding the OBC fixture pressure of 552 kPa at some times and locations. We do not recommend pressure reduction within the distribution system since all of the proposed buildings will be multi-floor residential and commercial buildings where pressures can be addressed internal by the mechanical systems designers.

In order to refine the hydraulic modelling the following recommendations are made:

1. Condition assessment of existing watermains that will be used to service future developments. 2. More detailed fire flow calculation once the proposed structures are more defined.

Appendix A

Demand Calculations & Boundary Conditions

1

Arthur Sinclair

From: Steve Merrick <[email protected]>Sent: August-29-14 10:07 AMTo: Arthur SinclairSubject: FW: Windmill Domtar Redevelopment - Updated Water Distribution Model

Hi Arthur,

See below for the updated boundary conditions from the City, only change is the peak hour pressure went up slightly(which is strange because we more than doubled demand).

Dual Connection to Booth Street & WellingtonStreet

Boundary Conditions @ Booth StreetHeight (m) Elevation (m) m H2O PSI kPa

Avg. DD 115.1 53.4 61.7 87.8 605.3Fire Flow 109.0 53.4 55.6 79.1 545.4Peak Hour 108.2 53.4 54.8 78.0 537.6

Boundary Conditions @ Wellington StreetHeight (m) Elevation (m) m H2O PSI kPa


Give me a call to discuss timelines on getting the model updated.

Thanks,

Steve Merrick, EIT.Junior Designer

DSELdavid schaeffer engineering ltd.

120 Iber Road, Unit 203Stittsville, ON K2S 1E9

phone: (613) 836-0856 ext. 261fax: (613) 836-7183email: [email protected]

This email, including any attachments, is for the sole use of the intended recipient(s) and may contain private, confidential, and privileged information. Anyunauthorized review, use, disclosure, or distribution is prohibited. If you are not the intended recipient, or if this information has been inappropriately forwarded toyou, please contact the sender by reply email and destroy all copies of the original.

2

From: Steve Merrick [mailto:[email protected]]Sent: August-28-14 2:52 PMTo: Arthur SinclairSubject:Windmill Domtar Redevelopment - Updated Water Distribution Model

Hi Arthur,

After getting comments back from the City and coordinating with the NCC on their preferable watermain connection wehave some updates required for the water distribution model. Firstly, the NCC have indicated that their preferableoption for a 2nd watermain connection will be the 400mm watermain within Wellington Street, with a connection overthe portage bridge to our site. This was already one of your scenarios from our last submission so there should be noupdate to the pipe layouts. The city has requested that we use 350 L/p/d instead of our original 163 L/p/d used in ourlast submission, I have summarized the revised water demands below:

L/min L/sAvg. Daily 579.2 9.65Max Day 1266.5 21.11

Peak Hour 1924.4 32.07

We will need the model to be updated to include the new demands. If possible we would like to know what sort ofimpacts there could potential be, specifically to the chlorine residual, sizing a system for 350 L/p/day when in actual factthe demand will be sustainably lower.

We are waiting on updated boundary conditions based on this new flow rate from the City and should have them bytomorrow. I thought I should provide you with our plan for the updated water distribution model to give you time torespond with an approximate timeline. I will follow up on this email tomorrow with updated boundary conditions,please let me know if you have any questions or concerns.

Thanks,






1

Andrew Komarnycky

From: Steve Merrick <[email protected]>Sent: April-28-14 1:01 PMTo: Arthur SinclairCc: [email protected]: RE: Domtar Lands Redevelopment - Ontario/Quebec Water Distribution ModelAttachments: W_366-031.pdf; W_366-030.pdf; cons_2014-04-17_717_adf-Ontario_coord.dwg

Hi Arthur,

To follow up on our phone conversation please find the following information attached:

- Water Infrastructure Maps of the site + further south- CAD of the watermain layout and site plan- Find below the water demands for the proposed site

L/min L/sAvg. Daily 295.8 4.93Max Day 629.0 10.48

Peak Hour 966.6 16.11Fire Flow 9,000 L/min + Max Day

- Find below the boundary conditions for the single and dual connection scenarios (I will get all relevantcorrespondence with the city together and sent over later)

Single Connection to Booth StreetBoundary Conditions @ Booth Street

Height (m) Elevation (m) m H2O PSI kPaAvg. DD 115.1 53.4 61.7 87.8 605.3Fire Flow 108.7 53.4 55.3 78.7 542.5Peak Hour 107.8 53.4 54.4 77.4 533.7

Dual Connection to Booth Street & WellingtonStreet

Boundary Conditions @ Booth StreetHeight (m) Elevation (m) m H2O PSI kPa


Boundary Conditions @ Wellington StreetHeight (m) Elevation (m) m H2O PSI kPa


The electronic files are accompanied by the following disclaimers: The requested electronic file(s) (the “Files”) remain the property of DSEL. No warranties or guarantees are made that the Files represent or reflect the complete scope of work and/or as-

built condition.

arthur

Typewritten text

SUPERSEDED

DSEL assumes no responsibility for data files supplied in electronic format. Such data is being provided as acourtesy only.

The Company receiving the Files and users thereof accept full responsibility for verifying the accuracy andcompleteness of the Files and shall indemnify and hold DSEL harmless from any claims or damages arising fromthe use of the Files.

In the event that drawing Files transferred electronically contain electronic copies of permits or professionalseals, the Files shall be immediately returned to DSEL and all copies thereof destroyed.

No use shall be made of the Files for any purpose other than that for which they were originally intended withoutthe express written consent of DSEL.

No retransmission of the Files in any form to any third party is permitted unless authorized in writing by DSEL






14-717

Les Iles / The Isles

Proposed Conditions for The Isles

(Ottawa, Ontario)

2014-04-15

Water Demand Design Flows per Unit Count

City of Ottawa - Water Distribution Guidelines, July 2010

Domestic Demand

Type of Housing Per / Unit Units Pop

Single Family 3.4 0

Semi-detached 2.7 0

Townhouse 2.7 0

Apartment 0

Bachelor 1.4 0

1 Bedroom 1.4 0

2 Bedroom 2.1 0

3 Bedroom 3.1 0

Average 1.8 1212 2182

Pop

m3/d L/min m

3/d L/min m

3/d L/min

Total Domestic Demand 2182 355.7 247.0 800.2 555.7 1202.2 834.8

Institutional / Commercial / Industrial Demand

Property Type Units m3/d L/min m

3/d L/min m

3/d L/min

Commercial floor space 2.5 L/m2/d 32,955 82.39 57.2 123.6 85.8 222.4 154.5

Office 75 L/9.3m2/d 0.00 0.0 0.0 0.0 0.0 0.0

Industrial - Light 35,000 L/gross ha/d 0.00 0.0 0.0 0.0 0.0 0.0

Industrial - Heavy 55,000 L/gross ha/d 0.00 0.0 0.0 0.0 0.0 0.0

Total I/CI Demand 82.4 57.2 123.6 85.8 222.4 154.5

Total Demand 438.1 304.2 923.8 641.5 1424.6 989.3

Unit Rate

Note: Residential average daily water demand calcualted using City of Ottawa`s Draft Infrastructure Master Plan, dated Septmeber 2013 demand

of 163 L/person/day

Avg. Daily Max Day Peak Hour

Avg. Daily Max Day Peak Hour

Z:\Projects\14-717_windmill-the_isles\B_Design\B1_Analysis\B1-5_Water\wtr-2014-04-09_717_slm.xlsx

arthur

Typewritten text

SUPERSEDED

Appendix B

Modeling SchematicsPipe and Junction Tables

>

>

BOOTH ST

MIDDLE

ST

WELLINGTON ST

TURN LA

NE

TIMBERSLIDE ST LETT

ST

WEL

LIN

GTO

N S

T

WELLINGTON ST P29

P33

P37

P25

P7

P9

P35

P41

P11

P53

P17

P21

P15

P47

P3

P19

P39

P13

P23

P5

P45

RES

3

RES

1J5

J9

J29

J27

J23

J41

J37

J35

J31

J19

J17

J15

J11

Lege

ndPi

peR

UN

_DIA

M15

5

204

297

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Dom

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ands

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Pro

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d W

ater

Dis

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Sys

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120 M

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ID From Node To Node Length (m) Diameter (mm) Roughness Flow (L/s)

Velocity

(m/s)

Headloss

(m)

HL/1000

(m/km) Description

P1 RES1 J1 31.56 204 110 15.65 0.48 0.06 1.85 New Pipe

P11 J9 J11 99.06 204 110 2.7 0.08 0.01 0.07 New Pipe

P13 J11 J13 34.91 204 110 0.81 0.02 0 0.01 New Pipe

P15 J13 J15 65.97 204 110 1.08 0.03 0 0.01 New Pipe

P17 J15 J9 76.5 204 110 2.97 0.09 0.01 0.08 New Pipe

P19 J7 J17 43.26 204 110 4.52 0.14 0.01 0.18 New Pipe

P21 J17 J19 72.26 204 110 0.74 0.02 0 0.01 New Pipe

P23 J19 J21 28.16 204 110 1.15 0.04 0 0.01 New Pipe

P25 J31 J17 143.64 204 110 1.89 0.06 0.01 0.04 New Pipe

P29 RES3 J23 286.24 204 110 0.32 0.01 0 0 New Pipe

P3 J1 J3 41.27 204 110 13.76 0.42 0.06 1.46 New Pipe

P31 RES1 J25 3.17 297 120 16.15 0.23 0 0.27 Existing Pipe

P33 J27 J25 231.1 204 110 0.32 0.01 0 0 Existing Pipe


P37 J23 J29 182.88 155 100 0 0 0 0 Existing Pipe

P39 J25 J5 57.6 204 110 16.48 0.5 0.12 2.03 Existing Pipe





P49 J21 J37 38.46 204 110 1.89 0.06 0 0.04 Existing Pipe

P5 J3 J5 12.27 204 110 2.09 0.06 0 0.04 New Pipe



P7 J3 J7 100.32 204 110 13.97 0.43 0.15 1.5 New Pipe

P9 J7 J9 78.29 204 110 7.56 0.23 0.04 0.48 New Pipe

ID Demand (L/s) Elevation (m) Head (m) Pressure (kPa) Description

J1 1.89 54 108.14 530.55 New Junction Pressure

J11 1.89 55 107.89 518.25 New Junction Max 584.03

J13 1.89 54.7 107.89 521.19 New Junction Min 518.25

J15 1.89 54.15 107.89 526.59 New Junction

J17 1.89 53.19 107.92 536.35 New Junction

J19 1.89 51.4 107.92 553.88 New Junction

J21 1.89 51.31 107.92 554.77 New Junction

J23 0 51.3 108.2 557.57 New Junction

J25 0 54.2 108.2 529.15 Existing Junction



J3 1.89 54 108.08 529.96 New Junction

J31 1.89 49.02 107.92 577.16 New Junction

J33 1.89 53.5 107.97 533.76 Existing Junction

J35 1.89 53 107.96 538.6 Existing Junction




J5 1.89 54 108.08 529.96 New Junction

J7 1.89 53.5 107.93 533.39 New Junction

J9 1.89 54.5 107.89 523.22 New Junction

Domtar Lands - Dual Connection Scenario - Peak Hour Demand - Pipe Table

Domtar Lands - Dual Connection Scenario - Peak Hour - Junction Table

ID From Node To Node Length (m) Diameter (mm) Roughness Flow (L/s)

Velocity

(m/s)

Headloss

(m)

HL/1000

(m/km) Description

P1 RES1 J1 31.56 204 110 4.8 0.15 0.01 0.21 New Pipe

P11 J9 J11 99.06 204 110 0.83 0.03 0 0.01 New Pipe

P13 J11 J13 34.91 204 110 0.25 0.01 0 0 New Pipe

P15 J13 J15 65.97 204 110 0.33 0.01 0 0 New Pipe

P17 J15 J9 76.5 204 110 0.91 0.03 0 0.01 New Pipe

P19 J7 J17 43.26 204 110 1.39 0.04 0 0.02 New Pipe

P21 J17 J19 72.26 204 110 0.23 0.01 0 0 New Pipe

P23 J19 J21 28.16 204 110 0.35 0.01 0 0 New Pipe

P25 J31 J17 143.64 204 110 0.58 0.02 0 0 New Pipe

P29 RES3 J23 286.24 204 110 0.1 0 0 0 New Pipe

P3 J1 J3 41.27 204 110 4.22 0.13 0.01 0.16 New Pipe

P31 RES1 J25 3.17 297 120 4.96 0.07 0 0.03 Existing Pipe

P33 J27 J25 231.1 204 110 0.1 0 0 0 Existing Pipe

P35 J23 J27 93.87 204 110 0.1 0 0 0 Existing Pipe

P37 J23 J29 182.88 155 100 0 0 0 0 Existing Pipe







P5 J3 J5 12.27 204 110 0.64 0.02 0 0 New Pipe



P7 J3 J7 100.32 204 110 4.29 0.13 0.02 0.17 New Pipe

P9 J7 J9 78.29 204 110 2.32 0.07 0 0.05 New Pipe

ID Demand (L/s) Elevation (m) Head (m) Pressure (kPa) Description Pressure

J1 0.58 54 115.09 598.67 New Junction Max 651.65

J11 0.58 55 115.06 588.59 New Junction Min 588.59

J13 0.58 54.7 115.06 591.53 New Junction

J15 0.58 54.15 115.06 596.92 New Junction

J17 0.58 53.19 115.07 606.37 New Junction

J19 0.58 51.4 115.07 623.91 New Junction

J21 0.58 51.31 115.07 624.79 New Junction

J23 51.3 115.1 625.19 New Junction

J25 54.2 115.1 596.77 Existing Junction



J3 0.58 54 115.09 598.6 New Junction

J31 0.58 49.02 115.07 647.22 New Junction






J5 0.58 54 115.09 598.6 New Junction

J7 0.58 53.5 115.07 603.34 New Junction

J9 0.58 54.5 115.07 593.5 New Junction

Domtar Lands - Dual Connection Scenario - Average Day Demand - Junction Table

Domtar Lands - Dual Connection Scenario - Average Day Demand - Pipe Table

Appendix C

Fire Flow Report

>

>

MID

DLE S

T

BOOTH ST

WELLINGTON ST

TURN LA

NE

TIMBERSLIDE STWELLINGTON ST

WELL

INGTO

N ST

222

L/s

339

L/s

274

L/s

364

L/s

368

L/s

199

L/s

337

L/s

207

L/s

202

L/s

202

L/s

230

L/s

681

L/s 80

1 L/

s

Lege

ndPi

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UN

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M15

5

204

297

Exis

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Bui

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Dom

tar L

ands

Red

evel

opm

ent -

Fire

Flo

w (1

50 L

/s)

±

025

5075

100 M

eter

s

Verit

ec C

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Inc.

1495

Bon

hill

Rd.

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, ON

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391

ID

Static Demand

(L/s)

Static Pressure

(kPa)

Static

Head (m)

Fire-Flow

Demand (L/s)

Residual

Pressure (kPa)

Available Flow

at Hydrant (L/s)

Available Flow

Pressure (kPa)

J1 1.23 538.7 108.97 150 518.5 801.35 139.96

J11 1.23 527.78 108.86 150 297.09 202.15 139.96

J13 1.23 530.71 108.86 150 297.08 201.56 139.96

J15 1.23 536.11 108.86 150 309.98 206.87 139.96

J17 1.23 545.67 108.88 150 447.69 338.55 139.96

J19 1.23 563.21 108.88 150 460.38 336.97 139.96

J21 1.23 564.1 108.88 150 463.04 340.88 139.96

J3 1.23 538.44 108.95 150 510.11 680.92 139.96

J31 1.23 586.51 108.87 150 315.04 199.01 139.96

J33 1.23 542.84 108.9 150 459.14 367.54 139.96

J35 1.23 547.71 108.89 150 461.45 363.85 139.96

J37 1.23 567.13 108.87 150 419.62 274.12 139.96

J39 1.23 557.34 108.88 150 456.87 338.93 139.96

J41 1.23 543.61 108.87 150 341.5 222.03 139.96

J7 1.23 542.67 108.88 150 454.84 359.28 139.96

J9 1.23 532.71 108.86 150 346.15 229.62 139.96

Domtar Lands - Dual Connection Scenario - Fire Flow (150 L/s)

Watermain Hydraulic Modeling

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