Appendix A: Water Demand, Fire Flow Calculations and Hydraulic Modeling

110 Pages·2012·2.75 MB·English

Appendix A: Water Demand, Fire Flow Calculations and
Hydraulic Modeling

1604-00953: Richcraft – 741 Bernard 2011-11-01
Estimated Water Demand
Water demand may be estimated based on the City of Ottawa Watermain Distribution
Guidelines, July 2010.
Estimated Population:
51 Townhouse units (Terrace flats) x 2.7 p / unit = 137.7p

Average Daily Demand:
350L L L
Q =137.7p× = 48,195 = 0.56
avg p⋅d d s

Maximum Daily Demand:
L L 1d L
Q = 48,195 ×2.5=120,488 × =1.40
max_daily d d 86,400s s

Peak Hourly:
L 1d L
Q =120,488 ×2.2× =3.12
peak_hourly d 86,400s s
Fire Flow Demands must be provided by mechanical consultants. For boundary
conditions requests, a preliminary fire flow demand of 10,000 L/min can be used.
FUS Fire Flow Calculations Calculations Based on 1999 Publication "Water Supply for Public
Fire Protection" by Fire Underwriters' Survey (FUS)
Stantec Project #: 160400953
Project Name: Innes Shopping Centres Limited - Pharand Lands Fire Flow Calculation #:1
Date: December 21, 2011 Building Type/Description/Name:Block1
Data input by:Amanda Lynch, B.Eng
Table A: Fire Underwriters Survey Determination of Required Fire Flow - Long Method
Total
Multiplier
Value Fire
Step Task Term Options Associated Choose: Unit
Used Flow
with Option
(L/min)
Framing Material
Coefficient related Wood Frame 1.5
Choose Frame Used
1 for Construction of to type of Ordinary construction 1
Unit construction (C) Non-combustible construction 0.8 Ordinary construction 1 m
Fire resistive construction (< 2 hrs) 0.7
Fire resistive construction (> 2 hrs) 0.6
Choose Type of Floor Space Area
2 EHntoeurs Ninugm (ibf eTrH o, f Type of Housing STionwglneh Foaumseil y- indicate # of units 11 Townhouse - indicate # of 1 Units
Units Per TH Block) Other (Comm, Ind, etc.) 1 units
2.2 # of Storeys Number of Floors/ Storeys in the Unit (do not include basement): 4 4 Storeys
Enter Ground Floor Area (A) of One Unit Only : 88
Area in
3 EnAtreera Gorfo Ounned UFlnoiotr MeaUsunrietsment SSqquuaarree FMeeettr (efst 2()m2) 0.092903014 Square Metres (m2) 352 MeStqeuras r(em 2)
Hectares (ha) 10000
Obtain Required Required Fire Flow( without reductions or increases per FUS) (F = 220 * C * √A)
4 Fire Flow without 4,000
Round to nearest 1000L/min
Reductions
Apply Factors
5 Reductions/Increases Due to Factors Affecting Burning
Affecting Burning
Occupancy Non-combustible -0.25
Choose content hazard Limited combustible -0.15
5.1 Combustibility of reduction or Combustible 0 Combustible 0 N/A 4,000
Building Contents surcharge Free burning 0.15
Rapid burning 0.25
Choose Reduction Complete Automatic Sprinkler
Sprinkler
5.2 Due to Presence of Protection -0.3 None 0 N/A 0
reduction
Sprinklers None 0
North Side 20.1 to 30.1m 0.1
Choose Separation
Exposure Distance East Side 30.1 to 45.0m 0.05
5.3 Distance Between 0.35 m 1,400
Between Units South Side Fire Wall 0.1
Units
West Side 20.1 to 30.1m 0.1
Total Required Fire Flow, rounded to nearest 1000 L/min, with max/min limits applied: 5,000
Obtain Required Total Required Fire Flow (above) in L/s: 83
6 Fire Flow, Duration
& Volume Required Duration of Fire Flow (hrs) 1.75
Required Volume of Fire Flow (m3) 525
Note: The most current FUS document should be referenced before design to ensure that the above figures are consistent with the intent of the Guideline
Legend
Drop down menu - choose option, or enter value.
No Information, No input required.
Date: 12/21/2011 Bldg_AC
Stantec Consulting Ltd. W:\active\60400199 Benard Street (953)\design\analysis\WTR\2011-12-19_FUS_FIREFLOW_CALCULATOR.xlsx

EPANET HYDRAULIC SUBDIVISION:
MODELLING RESULTS 741 Bernard Street
Hydraulic Analysis
741 Bernard Street, Ottawa, Ontario
DATE: December 19, 2011
REVISION:
FILE NUMBERS: 1604-00953 DESIGNED BY: aml
CHECKED BY: npc
Average Daily Peak Hour
Elevation Demand Head Pressure Elevation Demand H ead Pressure
Node ID Node ID
m LPS m m psi kPa m LPS m m psi kPa
Junc 3 69.10 0.00 119.40 50.30 71 490 Junc 3 69.10 0.00 109.59 40.49 57 393
Junc 4 68.90 0.00 119.40 50.50 72 496 Junc 4 68.90 0.00 109.59 40.69 58 400
Junc 5 68.85 0.17 119.40 50.55 72 496 Junc 5 68.85 0.98 109.59 40.74 58 400
Junc 6 68.68 0.21 119.40 50.72 72 496 Junc 6 68.68 1.16 109.59 40.91 58 400
Junc 7 69.00 0.17 119.40 50.40 72 496 Junc 7 69.00 0.98 109.58 40.58 58 400
Junc 8 68.80 0.00 119.40 50.60 72 496 Junc 8 68.80 0.00 109.59 40.79 58 400
Junc 9 68.95 0.00 119.40 50.45 72 496 Junc 9 68.95 0.00 109.60 40.65 58 400
Junc 10 69.00 0.00 119.40 50.40 72 496 Junc 10 69.00 0.00 109.60 40.60 58 400
Junc 1 69.15 0.00 119.40 50.25 71 490 Junc 1 69.15 0.00 109.59 40.44 57 393
Junc 11 68.85 0.00 119.40 50.55 72 496 Junc 11 68.85 0.00 109.59 40.74 58 400
Resvr 2 119.40 -0.56 119.40 0.00 0 0 Resvr 2 109.60 -3.12 109.60 0.00 0 0
Max Day & FF Max Pressure Check
FF=5,000L/min
Elevation Demand Head Pressure Elevation Demand H ead Pressure
Node ID Node ID
m LPS m m psi kPa m LPS m m psi kPa
Junc 3 69.10 0.00 89.03 19.93 28 193 Junc 3 69.10 0.00 119.40 50.30 71 490
Junc 4 68.90 0.00 88.77 19.87 28 193 Junc 4 68.90 0.00 119.40 50.50 72 496
Junc 5 68.85 0.44 88.11 19.26 27 186 Junc 5 68.85 0.00 119.40 50.55 72 496
Junc 6 68.68 0.52 85.23 16.55 24 165 Junc 6 68.68 0.00 119.40 50.72 72 496
Junc 7 69.00 0.44 85.23 16.23 23 159 Junc 7 69.00 0.00 119.40 50.40 72 496
Junc 8 68.80 0.00 85.23 16.43 23 159 Junc 8 68.80 0.00 119.40 50.60 72 496
Junc 9 68.95 0.00 89.17 20.22 29 200 Junc 9 68.95 0.00 119.40 50.45 72 496
Junc 10 69.00 0.00 90.04 21.04 30 207 Junc 10 69.00 0.00 119.40 50.40 72 496
Junc 1 69.15 83.00 84.95 15.80 22 152 Junc 1 69.15 0.00 119.40 50.25 71 490
Junc 11 68.85 0.00 88.17 19.32 27 186 Junc 11 68.85 0.00 119.40 50.55 72 496
Resvr 2 91.40 -84.40 91.40 0.00 0 0 Resvr 2 119.40 0.00 119.40 0.00 0 0
1 of 2 2011-12-19_EPANET Results_aml.xls
EPANET HYDRAULIC SUBDIVISION:
MODELLING RESULTS 741 Bernard Street
Hydraulic Analysis
741 Bernard Street, Ottawa, Ontario
DATE: December 19, 2011
REVISION:
FILE NUMBERS: 1604-00953 DESIGNED BY: aml
CHECKED BY: npc
Average Daily Peak Hour
Length Diameter Roughness V e locity U nit Headloss Length Diameter R oughness Velocity U nit Headloss
Link ID m mm m/s m/km Link ID m mm m/s m/km
Pipe 1 27.5 155 100 0.01 0.00 Pipe 1 27.5 155 100 0.07 0.08
Pipe 2 7.1 155 100 0.01 0.00 Pipe 2 7.1 155 100 0.07 0.08
Pipe 3 16.4 155 100 0.01 0.00 Pipe 3 16.4 155 100 0.07 0.08
Pipe 4 15.3 155 100 0.02 0.01 Pipe 4 15.3 155 100 0.11 0.21
Pipe 5 18.3 155 100 0.02 0.01 Pipe 5 18.3 155 100 0.11 0.21
Pipe 6 55.8 155 100 0.01 0.00 Pipe 6 55.8 155 100 0.05 0.05
Pipe 7 14.8 155 100 0.02 0.01 Pipe 7 14.8 155 100 0.10 0.16
Pipe 8 31.2 155 100 0.02 0.01 Pipe 8 31.2 155 100 0.10 0.16
Pipe 9 37.1 155 100 0.01 0.00 Pipe 9 37.1 155 100 0.07 0.08
Pipe 10 1.6 155 100 0.01 0.01 Pipe 10 1.6 155 100 0.07 0.09
Pipe 11 1.5 155 100 0.00 0.00 Pipe 11 1.5 155 100 0.00 0.00
Max Day & FF
FF=5,000L/min
Diameter Roughness V e locity U nit Headloss
Link ID Length mm m/s m/km
Pipe 1 27.5 155 100 1.84 36.64
Pipe 2 7.1 155 100 1.84 36.64
Pipe 3 16.4 155 100 1.84 36.64
Pipe 4 15.3 155 100 4.45 188.50
Pipe 5 18.3 155 100 0.05 0.05
Pipe 6 55.8 155 100 0.02 0.01
Pipe 7 14.8 155 100 2.64 71.45
Pipe 8 31.2 155 100 2.64 71.45
Pipe 9 37.1 155 100 1.84 36.64
Pipe 10 1.6 155 100 1.84 36.64
Pipe 11 1.5 155 100 4.40 184.53
2 of 2 2011-12-19_EPANET Results_aml.xls
Appendix B: Sanitary Sewer Design Sheet