fire fighting design requirements - queensland urban utilities

© 2016 Queensland Urban Utilities QUU reference TEM142

WELCOME

Fire-fighting Design Requirements

Wed 15 June 2016

© 2012 Queensland Urban Utilities 2 © 2016 Queensland Urban Utilities 2 QUU reference TEM142

Agenda

Building Fire Hydrant Systems: Water Supply Design Guidelines

» Ben Wilson, Senior Water Master Planner

Fire-fighting considerations during Water Approval Process

» Toby Turner, Senior Engineer Development Services

Q&A Discussion


Safety share


Building Fire Hydrant Systems

Water Supply Design Guidelines

Ben Wilson Senior Water Master Planner


Standards

Building Fire Hydraulic System

Design

Building Fire System

Maintenance

Water Infrastructure

and Connection Design

Water Service Provision

Standards Building Code of Australia • “Deemed-To-Satisfy” • eg. AS2419.1

Qld Maintenance Standard(s) • Eg. AS1851-2012

SE Queensland Water and Wastewater Construction Code

Customer Service Standards

Purpose Building Design Performance Compliance

Building Safety Compliance

Development Water Supply and Infrastructure Design

Operational Minimum Levels of Service

Legislation • Building Act 1975 • Qld Development

Code

• Building Act 1975 • Qld Development

Code

SE Qld Water (Distribution and Retail Restructuring) Act 2009

SE Qld Water (Distribution and Retail Restructuring) Act 2009


SE Qld Water and Wastewater Design and Construction Code

Scope “1.4 Design Criteria and Service Standards… It is important to clearly understand the intent and application of the design criteria... In all instances, the criteria provided relate to future additions to the water/sewer distribution networks within SEQ and are not to be confused with existing customer standards of service.” “6.1.4 Private Building Fire Systems… The water services businesses do not evaluate the performance of private fire systems, nor aim to ensure their compliance with the relevant building codes and standards”

Triggers • New Development • Utility Infrastructure Design Projects

Who • Development: Endorsed Consultant(s) engaged by Developer/Builder


Customer Service Standards

Scope Operational Customer Service Standard: “Minimum flow or pressure at the connection to the customer’s property” Triggers • General Water Operations eg.

» Zoning/Boundary Valve Selection » Pump/Control Valve Pressure Setpoints etc.

• Service Pressure/Flow Inquiries or Complaints » Less than 0.42 L/s Service Pipe / Standpipe; or » Less than 210 kPa static @ Connection Point (General Urban)

Who • QUU Operations


Building Fire System Water Sources/Water Supply

Building Fire Water Supply

Building Fire Water Sources

(Off-Site)

Building Fire Water Sources

(On-Site)

Eg. Fire Tank > Min Design Flow

& Duration

Eg. Town Main > Min Design Flow

& Duration

Eg. Town Main Source + Fire Pump Pressure > Min Design Flow &

Pressure

Eg. Fire Tank Source + Fire

Pump Pressure > Min Design Flow &

Pressure Property Boundary

Building Fire Hydrant System

Eg. Fire Tank Source + Town Main Source + Fire Pump +

Feed Hydrant(s)

Eg. Fire Tank Source + Fire Pump + Booster Assembly +

Attack Hydrant(s)

Eg. Fire Tank Source + Fire Pump + Booster Assembly +

Attack Hydrant(s)

Wat

er S

ervi

ce P

oint


Water Source Design Flow Chart

Design/Project to Establish Acceptable Source(s) of Water Supply • > N x 10 L/s • > 4 hours

AS2419.1 Appendix C – Fire Hydrant Installation Water Supply Flow Chart


Water Source Design Acceptable Sources of Water Supply (Cl 4.1) Individually from, or any Combination of: • Tanks or Reservoirs • Town Main • Rivers, Lakes, Dams, Bores or Seawater Minimum Water Supply Quantity (Cl 4.2) • Min Flow Rate = n x 10 L/s (Table 2.2, Table 2.3) • Min Duration = 4 hours On-Site Water Storage (eg. Tanks) (Cl 4.3) Required if: • Town Main is unable to achieve required flow rate(s) or has insufficient capacity

Recommendations 1. Default Water Source = Tank(s) 2. Delete Tank(s) only if Town Main Connection Min capacity calculated and

verified as: a) > n x 10 L/s (And If Exist: +Sprinklers, +FHRs) b) +4 hours

3. Consider Project Infrastructure Solution Options to secure compliant Source


Water Supply Design Flow Chart

Design/Project to Establish Water Supply meeting Min Flow & Pressure • Hydrant Outlet: Supply Pressure > Min Req’d Hyd Outlet Pressure + Hydraulic Losses • Refer AS2419.1 Clause 2.3, Tables 2.1, 2.2 and 2.3

AS2419.1 Appendix C – Fire Hydrant Installation Water Supply Flow Chart


Water Supply Design Flow and Pressure Requirements (AS2419.1 Cl 2.3) Two Scenarios: • Unassisted Supply cannot provide minimum on-site pressure(s) = Pump(s) • Unassisted Supply can provide minimum on-site pressure = Delete Pump(s)

Recommendations 1. Default Water Supply = Tank(s) + Pump(s) 2. Delete Pump(s) only if Town Main Connection Min pressure calculated and

verified as > Min On-Site Required Pressures 3. Seek advice from Water Agency for Min Available Mains Residual Pressure 4. Consider Project Infrastructure Solution Options to secure compliant Supply (ie. Connection Residual Pressure)


Town Mains Design Residual Pressure Calculation Determination of Water Supply Pressure (AS2419.1 Appendix F) • “Both the residual pressure and the available flow in a water supply

system can vary considerably. It is therefore important…to use appropriate methods to determine results that are representative of the actual system pressure performance in the locality”

• “The water agency is usually in the best position to provide system pressure and flow information by use of a computer model of the system or other records of pressure performance…”

Recommendations 1. Seek Pressure/Flow Advice from Water Agency, noting:

• Availability/Reliability of Hydraulic Modelling • Advice Services on Offer • Limitations of Advice


Town Mains Hourly Pressure Variations

Sandgate Network Background PressuresFeb-Mar 2011

370

380

390

400

410

420

430

440

450

0:00

0:45

1:30

2:15

3:00

3:45

4:30

5:15

6:00

6:45

7:30

8:15

9:00

9:45

10:3

0

11:1

5

12:0

0

12:4

5

13:3

0

14:1

5

15:0

0

15:4

5

16:3

0

17:1

5

18:0

0

18:4

5

19:3

0

20:1

5

21:0

0

21:4

5

22:3

0

23:1

5

Time of Day

Pres

sure

(kPa

)

Weekday Avg Pressure (kPa) Weekend Avg Pressure (kPa)

Before work:Showering demand = lower pressures

3:30 - 4:15 pmWatering Gardens!

High load on network = lower pressures

Weekend = Get up later:Showering times later/more variable

More people at home weekend:Use more water over day = less

pressure than weekday40 kPa current variance

Higher variance in future years with:a) More development

b) More garden watering


Town Mains Daily – Yearly Pressure Variations

Long-Term Pressure ExampleIndooroopilly / St Lucia / Chapel Hill / Fig Tree Pocket

550

600

650

700

750

800

1/01

/200

3

8/09

/200

3

15/0

5/20

04

20/0

1/20

05

27/0

9/20

05

4/06

/200

6

9/02

/200

7

17/1

0/20

07

23/0

6/20

08

28/0

2/20

09

5/11

/200

9

13/0

7/20

10

Ave

rage

Dai

ly P

ress

ure

(kPa

)

Under "normal" demands:Avg ~640 kPaMin ~560 kPa

Drought = Lower Demands:Avg ~720 kPaMin ~640 kPa

95th percentile: 8 years~600 kPa

95th percentile: 3 years~690 kPa

95th percentile: October 2010~715 kPa

Network designed to operate at minimum: 560 kPa


Town Main – Field Pressure Tests Raw Mains Test Pressures: Do Not use as Design Pressures! • Not referenced by AS2419.1 as Design Pressure Calc Method • AS2419.1: Design Pressure = Minimum Pressure (95th percentile)

» Raw field test pressures are greater than minimums, often significantly more

• AS2419.1 recognises that water mains pressures Vary with time: • Raw field test pressures vary depending on hour, day, month or

year of measurement • AS2419.1 Clause 2.3.3: Select “Most Appropriate” method:

a) Water Agency Hydraulic Modelling (95th percentile). Preferred by AS2419.1 b) Water Agency Pressure Records (95th percentile) + Extra Calculated Losses c) System Reference Point (95th percentile) + Extra Calculated Losses to

Connection d) Testing Method Approved by Water Agency

Recommendations 1. Default to Water Agency Hydraulic Modelling as most reliable for 95th percentile 2. Verify Modelled Pressure Drops with Field Testing Pressure Drop Measurements 3. If Field Test Pressure Drop > Modelled: Conservative Approach – Adjust Modelled

Pressure Drop by Field Measured Pressure Drop (See similar AS2419.1-Cl F3.1)


Additional Hydraulic Losses Pressure/Flow @ Building Hydrants does not equal Mains Pressure/Flow! • Additional Losses: Hydraulic Engineering-Published Formulae

» Darcy-Weisbach / Hazen-Williams Equations » AS2200-2006 Design Charts for Water Supply and Sewerage

For Complex Fittings and Valves (Eg. SCVs, DCVs) • Obtain Hydraulic Loss Charts/Coefficients from Manufacturer AS2419.1 – References Cl 2.2.1: “Hydraulic Analysis of Fire Hydrant Systems shall be carried out to demonstrate that, when the specified number of fire hydrants are discharging…the residual pressure at each fire hydrant is within a range suitable…”

Hydraul𝐢𝐢𝐢𝐢 Friction Loss𝐞𝐞𝐞𝐞 (𝐤𝐤𝐤𝐤𝐤𝐤)

= �Pipe Friction Factor × Pipe Length × Fluid Velocity2

Pipe Internal Diameter × 2

+ �Fitting k Factors × Fluid Velocity2

2


Hydraulic Loss Calc Examples The “Good” • Compliant with AS2200 and AS2419.1 (Section 2, Cl 2.2.1)


Hydraulic Loss Calc Examples The “Bad”

Design “Calculation” by Licenced Building Fire Services Contractor “Hydraulically, the maximum flow possible through a 100mm pipe is 4980L/min (83.1L/s) from standard annubar flow chart figures.” “Factoring in the towns main pressure at this property of 330kPa at the street and utilising these standard flow tables, the towns mains should be delivering in the order of 50L/s at the property line through the 100mm supply pipe”


Sensitivity to Design Diameter 20 L/s Design Flow – DN100 mm Design

20 L/s Design Flow – DN150 mm Design

Component Internal Diameter (mm) Length (m) Quantity Fitting k Factor Hydraulic Loss (kPa)Pipe-Main to Meter Assembly 100 5 7 Tees 100 2 1.2 8 90 Degree Bends 100 3 0.75 8 Gate Valves 100 2 0.2 2M-19 Meter Assembly(Pentair SDCV w/ 50 kPa Spring + Strainer)

DN100 Special 65

Pipe-Meter Assembly to Booster Feed Hydrant 100 5 7 Tees 100 5 1.2 20 90 Degree Bends 100 8 0.75 20 Gate Valves 100 2 0.2 8Landing Valve (10 L/s each) 1 Special 25

Total 17017.45

Component Internal Diameter (mm) Length (m) Quantity Fitting k Factor Hydraulic Loss (kPa)Pipe-Main to Meter Assembly 150 5 1 Tees 150 2 1.2 2 90 Degree Bends 150 3 0.75 1 Gate Valves 150 2 0.2 0.5Magflow Meter Assembly DN150 Special 0Pipe-Meter Assembly to Booster Feed Hydrant 150 5 1 Tees 150 5 1.2 4 90 Degree Bends 150 8 0.75 4 Gate Valves 150 2 0.2 0.5Landing Valve (10 L/s each) 1 Special 25

Total 3917.45

Generally: Use DN150 + Magflow!

Will Fail @ Town Mains Res Press < 400 kPa!


Elevation – Pressure Corrections

Water is Heavy! • Lower Mains/Pipes/Hydrants have Higher Pressure (More water column weight) • Higher Mains/Pipes/Hydrants have Lower Pressure Two Approaches 1. Hydraulic Grade Line

2. Pressure Correction (More prone to Calc errors) PressurePoint B = PressurePoint A – 9.8 x (ElevationPoint B – ElevationPoint A)

PressurePoint A = 9.8 x (Hydraulic Head – ElevationPoint A)

H1

Connection

Elev = 55 mAHD

Elev=65 mAHD

Elev Diff = 10m PG = 300 kPa Static Q = 0 L/s

P = ?

P = 300kPa – 9.8x(65-55) = 202 kPa Static!

Hydraulic Head = 85mAHD

Water Main @ Static/Rest Conditions


Pipe/Fitting Diameter Selection

Clause 8.5.1: “The nominal size of a fire main shall comply with the requirements for pressure, flow and velocity as further specified in Section 2…”

Ie. Size the Pipework to meet Minimum Fire Hydrant System Pressures and Flows!

Recommendations 1. DN150 mm is recommended default for 20L/s 2. Adjust pipe sizes by full hydraulic analysis


Street Hydrants as Feed Hydrants Street Hydrants may only be used as Feed Hydrants if (AS2419.1 Cl 2.1.1) • Provide coverage; and • Comply with requirements for Flow and Pressure

Street Hydrant used as AS2419.1 Feed Hydrants • Must be designed as if it was an on-site Feed Hydrant

» Ie. Cl 2.2.1 still applies: Hydraulic analysis by designer to demonstrate will meet required Feed Hydrant Flow + Pressure

» Design must account for hydraulic losses across Tee, Riser, Spring Hydrant and Standpipe

» Note: Min Feed Hydrant Flow Requirement = 10 L/s • Responsibility for system design, performance and ongoing building

compliance the same as for an on-site Feed Hydrant


QDC – Fire Hydrant/Sprinkler Testing Procedure

Purpose • “This procedure is made under Queensland Development

Code (QDC) Mandatory Part (MP) 6.1. It is unlawful not to follow this procedure.”

• Mandatory from January 1, 2012 to address inconsistent fire testing industry practices

Use of Street Hydrants as “Deemed-to-Satisfy” Building Hydrants “While street hydrants may be used to provide coverage in system design, most water agencies do not design their systems to cater for individual property firefighting flow and pressure requirements. “ “AS2419.1 is not applicable to water agency street hydrants. If street hydrants are deemed sufficient for a particular property, it is the building owner/occupier’s responsibility to have such hydrants maintained in accordance with AS1851-2012. Permission from water agencies must be gained before testing street hydrants”


Attack Hydrants Water Supply Design AS2419.1 Initial Attack - Min Pressure • 700 kPa Outlet Residual if building design uses on-site pump • 350 kPa “compromise” (ie. Half of 700 kPa) if building can achieve

using unassisted pressure only ie. Delete on-site fire pump

Recommendations QUU does not recommend building attack hydrants use unassisted town mains pressure for compliance

a) Unreliable design performance and ongoing compliance b) Town mains designed to supply domestic pressures and provide

access points (street hydrants) to Qld Fire Service as water source for fire service appliance (“BRT”) onboard pumps

c) Town mains not designed/operated to supply pressure direct to Fire Service attack hose branch nozzles. This is role of Fire Appliance Pump / Booster Assembly / Building High Pressure Pump(s)


Field Testing Usage Design Pressure Verification

Verification of Town Mains Design Pressure Calculations • Absolute Pressure Readings should be > Calculated/Modelled Design Pressures

» But must compare at same System Reference Points! – Apply Additional Hydraulic Loss + Elevation Correction Calculations to

align Field PG location with Design Pressure SRP » Calculated/Modelled = 95th percentile Design Pressure » Field Pressure Readings expect much greater than 95th percentile

• Verify Relative Pressure Drops vs Modelled Pressure Drops » But must compare at same System Reference Points!

– Apply Additional Hydraulic Loss + Elevation Correction Calculations to align Field PG location with Design Pressure SRP


Field Testing Usage Diagnostics

Diagnostics • Eg. When Design Performance Non-Compliance • Key Troubleshooting Step

» Measure Town Mains Residual Pressure Whilst Flowing On-Site! » Compare On-site Flow/Pressure with Town Mains Flow/Pressure » Identify locations of pressure drops » Compare Town Mains Residual Pressure with Design Pressure Calculation » Minimum Diagnostic test required by Water Agency to provide additional

design advice/assistance

H1

Booster Assembly

Measure Mains Pressure Here

Q = 0 L/s

Measure Flow Here


Field Testing Usage Commissioning

Commissioning (AS2419.1 Section 10) • To measure town mains pressure during commissioning (AS2419.1 Cl 10.3(c) ) • Verifies on-site hydrant pressures will achieve greater than req’d min pressures:

» Under design conditions Ie. 95th percentile water supply pressures » Raw commissioning test results: Adjust by difference between Town Mains

Actual Pressure – Town Mains Design Pressure (AS2419.1 Cl 10.3(c) ) » Eg. If Town Mains Actual Pressure = 400 kPa @ 20 L/s vs Design Pressure = 300

kPa @ 20 L/s: – Adjust raw commissioning on-site pressure measurements by -100 kPa

• Establishes AS1851 Maintenance Baseline Data » Allows maintenance contractor/utility to diagnose/resolve later

performance issues » Compare Mains Pressure Commissioning vs Mains Pressure Maintenance


Field Testing “Traps” Misinterpretation of Field Test Results • Flow and Pressure measured at hydraulically different locations from

connection • Elevation of Test PG is different from Elevation Connection/On-Site Hydrants • Flow Point(s) are different from Connection Point

Test FH #1

Test FH #2

Proposed Connection SAMPLE FIELD TEST


Common Design Issues

Selection of Non-Compliant Water Supply Town Mains may only be used as AS2419.1 Water Supply only if: • Have Available Flow • Have Available Pressure • Have Available Volume (4 hours) Project’s/Hydraulic Design’s to allow for/specify works that installs a compliant water supply that provides enough pressure/flow eg: • On-Site Solutions

» Fire Tanks / Pumps • Infrastructure Solutions

» High Flow/High Capacity Town Main Network and Connection Recommendations

1. Establishing compliant Water Supply key to entire Design 2. High Risk = High Due Diligence Requirements


Common Design Issues Hydraulically Risky Water Supply Design Methodologies • Non-compliant / Miscalculated Town Mains Design Flow/Pressure

» Eg. Single-point-in-time Field Test • Field Test Methodology and Result Usage

» Design of Test not optimized. For Example – Test Points in different street(s) from connection – Test Points on ring main when connection on branch main – Insufficient Flow/Pressure Test Point installation Eg. Fire systems

drawing from End of cul-de-sacs/main dead-ends » Raw Test Results not corrected for:

– Additional Pipe Lengths/Losses to Connection Point – Elevation Pressure Corrections – Ambient Condition Influences Eg. Temporary/Short-Term Utility

Network Configurations


Common Design Issues Hydraulic Design Issues High Hydraulic Loss Connection/Internal Pipework Design • Eg. Undersizing of Retic Mains/Service Pipework/Fire Mains

» Artificially Limit On-Site Available Flows/Pressures » Selection of Mains, Connection Point, Metering Arrangement, Bends,

Length of Pipework etc. : Significant impact on Performance Compliance • Non-standard Hydraulic Calculations

» ie. Not AS2200 compliant • Sub-optimal Booster Assembly Placement

» Placed at high-points (least pressure) » Placed at end of long pipe runs with high hydraulic losses


Common Design Issues Use of Cast Iron Mains as Water Source/Supply Different Mains Technologies = Different Flow Capacities From “Most” Flow Capacity to “Least” Flow Capacity: 1. Plastic (PE, uPVC) = Most Flow Capacity 2. DICL / AC 3. Cast Iron – Factory Spun Lined (CISL) – (DN100: 60% flow capacity of mPVC) 4. Cast Iron – Post Construction In-Situ Lined (CICL) – (DN100: ~20-60% flow capacity of mPVC)

DN100 Cast Iron – Factory Spun Lined (~1955) DN100 mPVC

ID= 110 mm ID= 92 mm

Recommendations 1. Connections fed by Cast Iron Mains do not reliably achieve 20 L/s 2. Make design allowances for On-Site Storage, or Infrastructure Solution

DN100 CICL (Pre1945)

ID~ 40-90 mm


Common Design Issues Project Management / Building Design Issues Connection Civil Designer vs Building Hydraulics Consultant • Hydraulic Consultant engaged late in Building Design process • Insufficient Building Hydraulic Design Specifications @ Time of Connection

Design • Unclear Project Responsibilities for achieving Fire System Design Compliance

» Who? Doing what? • Time/cost penalty risks of non-compliant Fire System design not identified

» Identify need to install Fire Tank or Fire Pump to Building after been built and no allowance in Building Plans / Project Costs?

» Pre-Design / Design Due-Diligence processes not carried out » Pre-Commissioning / Design testing left too late eg. 1-2 weeks before handover


Achieving Performance Compliance Water Supply Design / Due Diligence Adopt default solution of tanks/pumps unless certain town main can be used as compliant source or supply • Request Water Agency Pressure/Flow advice every project • Recommend to project considering Infrastructure Solutions to meet on-

site performance (vs Default On-Site solution) » If multiple mains available, select highest performance » Eg. Specify connection/infrastructure design performance to be met

• Verify Town Mains Design Pressure calculations with field testing » Spend time designing test properly so hydraulically valid » Install more test points on mains if required

• Test Design well before building works handover dates » Recommend early connection works » Leave enough time to rectify performance deficiencies » Consider temporary on-site test facilities


Achieving Performance Compliance Pipework and Fitting Detail Design • For 20 L/s: DN150 mm minimum recommended

» For long pipe runs or lower water supply pressure availability: Larger pipe diameters required

• Attention to high pressure loss “specials” » Use low loss meter assembly (Eg. Magflow) » Use low loss Backflow Prevention (Eg. SCV: 15 kPa spring)

• Carry out full hydraulic analysis: Pipework/Fitting inventory and calculation of losses and elevation corrections

• Locate Booster Assembly/Hydrants at most hydraulically advantaged locations


Resolution Design Non-Performance Operational Standards Not Met • If Available Flow < 0.42 L/s or Static Pressure < 210 kPa (@ 0 L/s):

» Raise Pressure/Flow Inquiry with QUU Building Design Performance Standards Not Met • “Town Mains Available Flow/Pressure Too Low”

» Not general trigger for QUU investigation – Performance of solution determined by project connection design

(including infrastructure) and on-site hydraulic design done by others. » Use of Town Mains as Building Fire System Water Source/Supply is option

adopted by design – Design determines suitability and usage within building fire system

design – Used at designer’s discretion, at own risk


Resolution Design Non-Performance Building Design Performance Standards Not Met • “Town Mains Available Flow/Pressure Has Changed”

» QUU may investigate on case-by-case basis. Requires town mains pressure measurements and pre-design town mains pressure measurements to be submitted for same flow/pressure test points

» Note, in most cases, pressure variations found to be due to normal operational reasons.


Resolution Design Non-Performance Design Performance Deficiency Solutions • Building/Fire Service Industry Led

» Specialist Investigative/Diagnostic Hydraulic Consultants » Specialist Private Field Testing Services

• QUU Services Advice Notices / QUU Engineering Support » Obtain QUU advice/feedback on Fire Industry suggested solutions

• Requests for QUU Network Optimisations (Considered Case-by-case) Water Approvals • If recommended/adopted solution identifies additional infrastructure

required » Submit (revised) connection design/application to QUU

Development Services


Fire-fighting considerations during Water Approval Process

Toby Turner Development Services Senior Engineer


Water Approval Process • We assess water and sewerage aspects of development and building,

and are responsible for the end-to-end connections process. • A Water Approval is the authority given by Queensland Urban Utilities

to a developer to make a connection, disconnection or alteration to our water or sewerage network.

• We assess developments on whether our existing water and sewerage network can service the new development under SEQ Code design requirements.

• We do not guarantee network performance beyond our Customer Service Standards


Seeking advice – Prior to Water Approval application

SERVICES ADVICE NOTICE (SAN) Provided within 10 business days of properly made application $507 + GST (15/16 cost) • Advice about the expected hydraulic performance of the water

supply network at any proposed point of connection

• In the form of a theoretical flow and pressure curve taken from a hydraulic model - taking into account potential hydraulic losses

• You need to verify the theoretical network performance provided the SAN and to acknowledge and incorporate limitations of the water network.


Seeking advice – Prior to Water Approval application INFRASTRUCTURE AUGMENTATION OF TOWN MAINS • In some areas, an upgrade to our infrastructure (typically increasing

pipe diameters) may be a cost effective alternative to on-site assets

• We do not condition water main upgrades in order to satisfy the performance of private fire systems.

• SANs can provide advice to validate the suitability of infrastructure upgrades to satisfy private fire systems. However, we accept no liability for the improved performance achieved via infrastructure upgrades.


Seeking advice – on application REQUEST FOR MORE INFORMATION (RFI) • During application assessment, we do not consider whether a water

main is adequate for fire-fighting purposes specific to your development, and do not guarantee that a new connection will provide the hydraulic performance required by a particular fire system design.

• We may issue a Request for Information if during assessment it is

determined that: » a development is likely to require a private fire-fighting system; and

» the applicant for Water Approval is proposing to connect to a

reticulated water main with reduced hydraulic capacity (typically older cast iron mains, or small diameter mains)


Seeking advice – on application REQUEST FOR MORE INFORMATION (RFI) EXAMPLE Note on fire systems reliant on Queensland Urban Utilities’ Town Mains and fire system design

Queensland Urban Utilities does not guarantee minimum flow or pressure to private fire-fighting systems (or meet private fire-fighting requirements). Our Customer Service Standards for water supply commit to a minimum of 210 kPa static pressure, and a minimum flow rate of 25 litres per minute, at the connection to each serviced property. While the available flow and pressure in the majority of Queensland Urban Utilities’ water supply network significantly exceeds our minimum Customer Service Standards, the additional capacity is circumstantial and not guaranteed in the same way. Due to changing operational circumstances, the available flow and pressure in town mains may vary over time. Hydraulic designers are advised to make suitable provision during the design process (acknowledging that the hydraulic performance of town mains may change over time) to ensure that private fire systems are compliant with applicable standards.

Request For Information If this development is reliant on a private fire-fighting system, please confirm (in writing) that either: a) the internal hydraulic design will be completed at a later date, and will incorporate the

limitations of the water supply network; or b) field investigations into the water supply network have been undertaken, and any hydraulic

design assumptions relating to the private fire-fighting system have been validated.

It is the responsibility of the applicant to review this request and provide a response that acknowledges the risks associated with reliance on Queensland Urban Utilities’ water supply infrastructure


Seeking advice – Following approval CONNECTION CERTIFICATES • Issued following connection of a new or altered service intended for

fire-fighting purposes (including any and all reliance on Queensland Urban Utilities’ water supply network)

• Confirmation that the civil works were correctly completed; not a validation that that any private fire system is performing correctly.

• If the fire system fails QFES testing, the developer should speak directly with their hydraulic consultant.

• If you suggest an infrastructure upgrade may be an appropriate solution, the developer should contact Queensland Urban Utilities for further discussions.


Q&A Discussion

fire fighting design requirements - queensland urban utilities

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