����������
SITE�SERVICING�FEASIBILITY�STUDY��
Proposed�Apartment�Building�84�88�Columbia�Street�West�
City�of�Waterloo�May�2017�
����
������
14361�Medway�Rd.�Arva,�Ontario,�N0M�1C0�
t:�519�471�6667�f:�519�471�0034�
�SBM�15�1955
�� 14361�Medway�Rd,�PO�Box�29
Arva,�Ontario,�N0M�1C0�P:�519�471�6667��F:�519�471�0034�����www.sbmltd.ca�
370�University�Ave�E,�Unit�203aWaterloo,�Ontario,�N2K�3N2�P:�519�725�8093�����[email protected]�
�
Aaron�Strik,�P.Eng.� Mike�Baldinelli,�MESc,�P.Eng.� Kevin�Moniz,�P.Eng.��
29�June�2017� SBM�15�1955��Masri�O�Inc.�Architects�105�University�Ave.�E.,�Suite�9�Waterloo,�ON��N2J�2W1��Attn:� Ms.�Reema�Masri,�OAA��Re:� Site�Servicing�Feasibility�Study�
Proposed�Townhouse�Building�84�88�Columbia�Street�West�City�of�Waterloo�
�1. INTRODUCTION��This�Site�Servicing�Feasibility�Study�(study)�has�been�prepared�by�Strik,�Baldinelli,�Moniz�Ltd.�(SBM)�for�Masri�O�Inc.� Architects� (MOIA)� to� address� the� requirements� of� the� City� of� Waterloo� (City)� for� the� Zoning� By�Law�Amendment�application�for�the�proposed�apartment�building�at�84�88�Columbia�Street�West,�Waterloo,�ON.���1.1. Existing�Conditions��The�0.242�ha�subject�site’s�legal�description�is�Part�of�Lots�21�&�24,�Municipal�Compiled�Plan�717,�City�of�Waterloo,�Regional�Municipality� of�Waterloo.� The� site� is� currently� comprised� of� a,� two�one�storey� dwellings� (406�m2),�concrete/asphalt�area�(254�m2),�and�landscaped�area�(1761�m2).��The�site�is�bordered�to�the�north,�east�and�west�by�a�residential�development,�to�the�south�by�Columbia�St.�W.�Right�of�Way�(R.O.W.).��Existing�site�conditions�were�obtained�from�the�Topographic�Survey�by�McKechnie�Surveying�Ltd.,�File�No.�15�081,�dated�November�27,�2015,�provided�in�Appendix�A.��1.2. Proposed�Conditions��It�is�our�understanding�that�the�owner’s�proposed�redevelopment�strategy�includes�a�three�storey�townhouse�building� (500�m2),� with� associated� parking/driveway� and� landscaped� areas.� This� will� ultimately� result� in� 28�residential�units�and�one�office�suite�on�site.�The�existing�two�one�storey�dwellings,�municipal�numbers�84�&�88�Columbia�Street�West�are�to�be�demolished.��
www.sbmltd.ca SBM�15�1955��
� � � 2�
For� the� proposed� conditions,� refer� to� Site� Plan� (Job�No.� 1509)� prepared� by�MOIA,� dated� January� 28,� 2016,�provided�in�Appendix�A.��1.3. Background�Information��The�following�background�information�was�used�to�develop�appropriate�servicing,�grading�and�SWM�schemes�for�this�site:��
� Ontario�Ministry�of�the�Environment�and�Climate�Control�(MOECC)Guidelines�o Stormwater�Management�Planning�and�Design�Manual,�March�2003�
This�manual�“provides�technical�and�procedural�guidance�for�the�planning,�design,�and�review�of�SWM�practices.”��
� Ontario�Ministry�of�Transportation�(MTO)�Guidelines�o MTO�Drainage�Management�Manual,�1997�
This�manual�“covers�the�practice�of�drainage�management�normally�associated�with�the�planning�and�design�of�highway�projects”.��
� Ontario�Provincial�Standards��
� Ontario�Building�Code�(2012)��
� Region�of�Waterloo�Guidelines��
o Design�Guidelines� and� Supplemental� Specification� for�Municipal� Services� (DGSSMS),� February�2013�This�document�provides�“design�guidelines�and�contract�specifications�to�facilitate�the�design�and�construction�of�municipal�services.”�
o Development�Manual,�September�2011�This�manual�outlines�policies,�procedures�and�standards�governing�the�development�process�and�it� details� requirements� for� obtaining� engineering� and� landscaping� acceptance� related� to� the�design,�construction�and�maintenance�of�the�associated�works.��
� Site�Specific�Documents�o Site�Plan�–�Job�No.�1509�–�Masri�O�Inc.�Architects�–�January�28,�2016�o Topographic�Survey�–�File�No.�15�081�–�McKechnie�Surveying�Ltd�–�November�27,�2015�
�2. SANITARY�SERVICING�CONSIDERATION��Based�on�the�Topographic�Survey�by�McKechnie�Surveying�Ltd,�there�is�an�existing�200�mm�diameter�municipal�sanitary�sewer�in�the�Columbia�St.�W.�R.O.W.�fronting�this�property.�The�survey�have�also�revealed�the�size�and�location�of�the�existing�150�mm�sanitary�private�drain�connections�(PDCs)�connected�to�this�200�mm�Columbia�St.�sanitary�sewer.���
www.sbmltd.ca SBM�15�1955��
� � � 3�
As�per�site�plan�provided�by�MOIA�(January�28,�2016),�the�proposed�development�totals�28�townhouse�units�consisting�of�36�bedrooms�or�72�people�using�the�Ontario�Building�Code�residential�occupancy�loading�of�two�people�per�bedroom.�Multiplying�this�population�by�the�average�usage�of�0.004�litres�per�second�per�capita�and�the�Harmon�peaking�factor�“F”�of�4.280�and�adding�the�infiltration�allowance�of�0.15�litres�per�second�per�hectare�yields�a�peak�design�flow�for�the�entire�site�of�1.269�L/s.�These�calculations�are�provided�on�the�sanitary�sewer�design�sheet�provided�in�Appendix�B.�The�sanitary�sewer�design�sheet�also�shows�that�the�existing�150�mm�diameter�sanitary�PDC�at�the�minimum�slope�of�1.6%� is� sufficient� to� convey� the�post�development� site�peak�design� flow� to� the�City’s�sanitary�sewer.��3. WATER�SERVICING�CONSIDERATIONS��Based�on�the�Topographic�Survey�by�McKechnie�Surveying�Ltd,�there�is�an�existing�200�mm�diameter�watermain�in�the�Columbia�St.�W.�R.O.W.�
�3.1. Water�Supply�for�Fire�Protection��Section�B.2.4.4.2�of�the�Region’s�Guidelines�requires�the�minimum�residual�pressure�during�Maximum�Day�plus�Fire�scenarios�be�not�less�than�140�kPa�(20�psi)�at�any�location�in�the�water�distribution�system.�Non�fire�demand�scenarios�were�not�considered�as�they�are�outside�the�scope�of�this�study�and�will�be�completed�by�the�Plumbing�Consultant�for�the�building�permit�application.���The�OBC�sentence�3.2.5.7.(1)�states�that�a�fire�hydrant�shall�be�located�within�90�m�horizontally�of�any�portion�of�a�building�perimeter�that�is�required�to�face�a�street.�The�nearest�existing�fire�hydrant�is�located�in�front�of�the�neighboring�property�at�95�Columbia�St.�(across�street),�which�is�approximately�62�m�from�the�proposed�building.�A�flow�test�was�conducted�on�this�hydrant�and�the�test�results�are�included�in�Appendix�C�(e�mail).�The�test�results�show�that�the�static�pressure�of�the�water�distribution�system�in�the�area�is�358.5�kPa�(52�psi)�and�the�residual�pressures�are�351.6�kPa�(51�psi)�and�347.8�kPa�(50�psi)�at�the�tested�flow�rates�of�4,353�L/min�(1,150�U.S.�gpm)�and�5,988�L/min�(1,582�U.S.�gpm),�respectively.�As�the�water�distribution�system�was�fully�operational�during�the�test,�the�results�include�some�domestic�usage�from�the�system�during�the�time�of�the�test.��The� calculations� provided� in� Appendix� C�were� completed� in� accordance�with� The� Fire� Underwriters� Survey,�‘Water�Supply�for�Public�Fire�Protection,�1999,�to�determine�fire�demand.�Using�the�formula,�F�=�220�x�C�x�A�½,�where�A�is�total�floor�area�in�square�meters�(total�building�floor�area�of�1500�m²,�considering�3�floors)�and�C�is�the� coefficient� related� to� the� type� of� construction.� For� this� calculation,� a� C� value� of� 1.5� for� wood� frame�combustible� construction�was� used.� This� calculation� produces� (including� 40%� increase� for� the� neighbouring�exposed� structures)� a� fire� flow� of� approximately� 18,000� L/min� (4756� USgpm)� which� was� used� in� our� fire�occurrence�simulation.�Extrapolating�the�flow�test�results,�the�residual�pressure�in�the�system�would�be�about�294�kPa�(42.66�psi)�at�the�required�18,000�L/min�fire�demand�flow�rate,�which�is�greater�than�the�140�kPa�(20�psi)�required�during�firefighting�scenarios.��Since�the�existing�water�distribution�system�has�a�hydrant�within�90�m�of�the�building’s�fire�fighter’s�entrance�and�the�flow�test�results�and�calculations�provided�show�that�it�is�capable�of�providing�the�calculated�minimum�required�water�supply�flow�rate,�adequate�water�supply�for�fire�protection�is�available�for�the�proposed�building.����
www.sbmltd.ca SBM�15�1955��
� � � 4�
3.2. Domestic�Water�Supply���
Based� on� the� Topographic� Survey� by� McKechnie� Surveying� Ltd,� the� existing� two� one�storey� dwellings� are�currently� serviced� from�the�existing�200�mm�watermain� located� in� the�Columbia�St.�W.�R.O.W.� through� two�existing�25�mm�diameter�water�services.�The�existing�water�services�will�be�abandoned�and�a�new�water�service�will�be�proposed�for�site�plan�approval�application�(size�of�new�water�service� is�to�be�determined�during�the�detailed�design�phase).��4. STORM�SERVICING�CONSIDERATION��Based�on�the�Topographic�Survey�by�McKechnie�Surveying�Ltd,�there�is�an�existing�375�mm�diameter�municipal�storm�sewer�in�the�Columbia�St.�W.�R.O.W.�fronting�this�property.�The�survey�did�not�reviled�any�existing�storm�PDC�on�the�site.�The�site�will�discharge�through�a�new�(minimum�size�is�150mm�as�per�Section�B.4.5.2�of�the�Region�of�Waterloo�Guidelines)�storm�PDC�to�the�municipal�storm�sewer�on�Columbia�St.�W.��The�post�development�5�year�peak�storm�flows�(storm�sewer�flows)�will�be�restricted�to�the�pre�development�levels,� and� they�will� be� quality� controlled�prior� to� discharging� to� the�municipal� storm� sewer.� Therefore,� the�proposed�redevelopment�will�not�negatively�impact�the�existing�municipal�storm�systems.��5. STORMWATER�MANAGEMENT�CONSIDERATIONS��5.1. Design�Criteria��The�following�SWM�management�criteria�were�established�for�this�site�and�will�be�used�during�the�detailed�design�for�site�plan�application�(SPA):�
�� Quantity�Controls�
o The�post�development�flows�generated�from�the�site�during�the�5�year�and�100�year�design�storms�are�to�be�attenuated�to�the�5�year�and�100�year�pre�development�levels�(or�less),�respectively.�
o The�major�flows�are�to�be�routed�overland�to�the�northwest�as�per�existing�drainage�pattern.�Small�portion�of�the�site�will�drain�to�the�Columbia�Rd.�W.�R.O.W.��
� Grading�and�Drainage�Controls�o Surface�storage�in�paved�areas�is�limited�to�a�maximum�ponding�depth�of�0.3�m.�
�� Quality�Controls�
o A�normal�level�of�stormwater�quality�control�(70%�total�suspended�solids�[TSS]�removal)�is�required�on�site.�
o Where�the�native�soils�are�suitable�for�infiltration,�the�City�requires�that�roof�drainage�from�the�2�year�storm�event�be�infiltrated�to�promote�pre�treatment�and�groundwater�recharge.�
� �
www.sbmltd.ca SBM�15�1955��
� � � 5�
5.2. Stormwater�Management���5.2.1.Hydrologic�Model�
�The�hydrologic�model�MIDUSS,�Version�2.25,�rev�465,�a�widely�accepted�model�for�urban�developments�in�the�Region�of�Waterloo,�was�used�to�generate�runoff�hydrographs�and�route�flows�through�the�storage�structures.��5.2.2.Rainfall�Data�
�The�City�of�Waterloo�intensity�duration�frequency�(IDF)�curves�for�the�5�year�and�100�year�return�periods�to�be�used�during�detailed�design�for�SPA�are�as�follows:��
�Table�1:�City�of�Waterloo�IDF�Curves�
�Return�
Period�(Years)�Parameters Duration�
(Hours)�a� b c5� 1755� 12.347 0.8950 3�100� 4692� 17.437 0.956 3��
A�Chicago�storm�with�the�IDF�curves�provided�in�Table�1�and�the�fraction�r�=�0.4�will�be�used�in�the�MIDUSS�model.�
�5.2.3.Stormwater�Management�Summary�
�Since�the�subject�site� imperviousness�will� increase�as�a� result�of� the�redevelopment� (refer� to�topographic�survey�and�site�plan�provided�in�Appendix�A),�stormwater�management�quantity�controls�will�be�implemented�to�restrict�post�development�flows�to�pre�development�levels.�In�our�experience�with�similar�projects,� it� is�feasible�to�provide�onsite�quantity�control�(surface�ponding�on�a�proposed�parking�lot�and�storage�in�pipes�and�structures)�and�restrict�post�development�flows�to�pre�development�levels.��
�The�quality�control�requirements�will�be�addressed�by�conveying�the�minor�flows�from�controlled�catchment�area�to�an�oil/grit�separator�(OGS)�(type�model�to�be�determined/sized�during�the�detailed�design�phase)�prior�to�discharging�to�the�existing�storm�sewer�in�the�Columbia�St.�W.�R.O.W.�The�OGS�will�be�adequately�sized�to�provide�at�least�the�normal�level�of�stormwater�quality�control�of�70%�TSS�removal,�as�outlined�in�the�section�5.1�of�this�report.�Where�the�native�soils�are�suitable�for�infiltration,�the�roof�drainage�from�the�2�year�storm�event�will�be�infiltrated�to�promote�pre�treatment�and�groundwater�recharge.�
�6. LIMITATIONS��This�Brief�was�prepared�by�SBM�for�the�site�owner�(Mr.�Myron�Tang),�MOIA,�and�the�City�of�Waterloo.�Use�of�this�Brief�by�any�third�party,�or�any�reliance�upon�its�findings,�is�solely�the�responsibility�of�that�party.�SBM�accepts�no�responsibility�for�damages,�if�any,�suffered�by�a�third�party�as�a�result�of�decisions�made�or�actions�undertaken�as�a�result�of�this�report.�Third�party�use�of�this�report,�without�the�express�written�consent�of�the�Consultant,�denies�any�claims,�whether�in�contract,�tort,�and/or�any�other�cause�of�action�in�law,�against�the�Consultant.�
All� findings�and�conclusions�presented� in� this�Brief�are�based�on�the�conditions�as� they�appeared�during� the�period�of�the�review.�This�Brief�is�not�intended�to�be�exhaustive�in�scope�or�to�imply�a�risk�free�property.�It�should�
www.sbmltd.ca SBM�15�1955��
� � � 6�
be�recognised� that� the�passage�of� time�may�alter� the�opinions,� conclusions,�and�recommendations�provided�herein.�
This� study� was� limited� to� the� Topographic� Survey� by� McKechnie� Surveying� Ltd.� and� Site� Plan� by� MOIA� as�referenced�herein.�SBM�Ltd.�accepts�no�responsibility�for�the�accuracy�of�the�information�provided�by�others.�All�designs�and�recommendations�presented�in�this�study�are�based�on�the�information�are�based�on�the�information�referenced�in�section�1.3,�available�at�the�time�of�the�review.��
7. CLOSURE��We�trust�this�study�meets�your�satisfaction.�Should�you�have�any�questions�or�require�further�information,�please�do�not�hesitate�to�contact�us.��Respectfully�submitted,��
Strik�Baldinelli�Moniz�Civil�&�Structural�Engineers�
������������������������������������������������������������������������������������������������������������������ �Kevin�Moniz,�P.Eng.����������������������������������������������������������������������������������������������������������������������������������������������������Dragan�Sredojevic,�P.Eng.,�M.E.Sc.�Principal,�Civil�Engineering����������������������������������������������������������������������������������������������������������������������������������������������������������������Water�Resources�Engineer�
www.sbmltd.ca SBM�15�1955��
�
���������������
APPENDIX�A��
Topographic�Survey�by�McKechnie�Surveying�Ltd�Site�Plan�by�MOIA�
�� �
CO
LUM
BIA
ST
RE
ET
WE
ST
EX
IST
ING
SID
EW
ALK
EX
IST
ING
SID
EW
ALK
EXISTING 1 STOREY BRICK DWELLING
EXISTING 2 STOREY BRICK DWELLING
EX
IST
ING
SID
EW
ALK
1.0M
RO
AD
WID
EN
ING
N 28° 06' 20" W 35.614 m
N 28° 02' 40" W 25.854 m
N 63° 35' 30" E2.752 m
N 6
3° 2
8' 0
5" E
41.1
60 m
N 28° 21' 55" W 61.451 m
EXISTING GAS SERVICE LINE
EXISTING HYDRO POLE
250mm STORM LINE
STORM DRAIN
1000
PROPOSED 3-STOREY STACKED
TOWNHOUSES
LANDSCAPING
LANDSCAPING
LAN
DS
CA
PIN
G
CURB CUT(BOTH SIDES)
FIRE ROUTE
LAN
DS
CA
PIN
G
16
17
18
19
20
CONCRETE SIDEWALK
LANDSCAPING
PAVED ASPHALT
PAVED ASPHALT
EXISTING CURB TO BE REMOVED
DROPPED CURB
DROPPED CURB
M-3
000
MO
LOK
S
21
2800
2800
2800
2800
2800
2800
2800
22
27
5500
COVERED PARKING
56234
89101179
U/G DUCT BANK
3m HYDRO EASEMENT
TRANSFORM.
CONCRETE PAD
LANDSCAPE AREA
23
24
1213
28
BIC
YC
LE P
AR
KIN
G
3225
2800 2800 2800 2800 2800 2800 2800 2800 2800 2800 2800 5200
14152800 2800
25
26
3000
2800
2800
6000
1904
OVERHEAD DOOR
3000
DROPPED CURB
LANDSCAPE AREALANDSCAPE AREA
SUNKEN TERRACE SUNKEN TERRACESUNKEN TERRACE
4385
BENCH
BE
NC
H
BE
NC
H
SUNKENLANDSCAPE
AREA
SUNKENLANDSCAPE
AREA
SUNKENLANDSCAPE
AREA
1500150
5500
3000
3984
3984
LINE OF BUILDING ABOVE LINE OF BUILDING ABOVE LINE OF BUILDING ABOVE
1
CONCRETE SIDEWALK
UP UP
UP DN UP DN UP DN
UPUP
5515 1660
8410
PAVED ASPHALT
8174
14852
1706
6
LANDSCAPE AREA
DETAILS OF DEVELOPMENT
DATA REQUIRED PROVIDED
SETBACKS
FY (m)
RY (m)
E. SY (m)
W. SY (m)
7.5 (STREETLINE)
9.0
3.0
3.0
GROSS LOT AREA (m²)
BUILDING AREA (m²)
BUILDING COVERAGE(%)
BUILDING HEIGHT (m)
NUMBER OF UNITS
NUMBER OF STOREYS
GARBAGE ENCLOSURE
LANDSCAPE AREA (m²)
IMPERVIOUS AREA (m²)
PARKING REQUIRED1 SPACE / UNIT
BIKE RACKS 2/UNIT
TOTAL BEDROOMS
RECOMMENDED No. OFBARRIER FREE SPACES5% OF TOTAL
LANDSCAPE AREA (%)
NET LOT AREA (m²)
AREA OF ROW & DLT (m²)
DENSITY BEDROOMS/ha
SR2
8.1
14.8
4.4
17.1
2420.8
454.1
18.5
84 & 88 COLUMBIA STREET WEST
10.5 9.9
3
28
36
28 28
1.4 1
56 10 BIKES
3 MOLOKS
30
2458.9
38.1
8.7
DATE:NO.: ISSUED:
1 03/30/2016 ?
REVISIONS:
DATE:
SCALE:
DRAWN:
STATUS:
JOB NO.:
DRAWING NO.:
DESIGN
1509
THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS ANDREPORT ALL ERRORS AND DISCREPANCIES TO THECONSULTANT.
THESE DOCUMENTS ARE COPYRIGHTED INSTRUMENTS OFSERVICE AND PROPERTY OF THE ARCHITECT.
ANY ALTERATION, DUPLICATION OR COPYING WITHOUT THECONSENT OF THE ARCHITECT IS PROHIBITED. OFFENDERSWILL BE SHOT ON SITE (IBI).
DO NOT SCALE THESE DRAWINGS.
DRAWING TITLE:
PROJECT:
MASRI O Inc.ARCHITECTS101-609 KUMPF DRIVEWATERLOO, ON, N2V 1K8PH. 519.579.0072www.MasriO.ca
1/8" - 1'-0"
A1.0MM
01/28/16
SITE PLAN
THE AUBREY84 & 88 COLUMBIA STREET WEST
WATERLOO, ON
28-UNIT STACKED TOWNHOUSEDEVELOPMENT
SCALE: 1/8" = 1'-0"A1.0
SITE PLAN1
TRUENORTH
PROJECTNORTH
84-88 Columbia St. WCITY OF Average Daily Flow Mannings "n" 0.0130
WATERLOO, ON Residential 0.004 L/s/c Min. Velocity 0.6 m/sec Harmon Peaking Factor Equation:
Max. Velocity 3.0 m/secProject Number: SBM-15-1955 Residential Harmon Peaking Factor (F)Date: Drainage Area Plan No: Design By: D.Sredojevic Commercial L/s/ha Residential Areas Infiltration 0.15 L/s/haChecked By: K. Moniz Industrial 0.5 L/s/haFile: S:\2015 Jobs\SBM-15-1955 Masri, 84-88 Columbia\Sanitary\SBSBM-15-1955 Masri O Inc. - 88 Columbia Street - Sanitary Sewer Design Sheet 16-01-20.xls Inst. / School L/s/ha
0.00 L/s/ha 0.00 L/s/ha 0.50 L/s/haFROM TO MR-6
MH MH 150u/ha 0 0 0 0 0 0ha 0.00 0.00 0.00 0.00 0.00 0.00 1000s 1000s L/sec ha ha L/sec ha ha L/sec ha ha L/sec L/sec ha ha L/sec L/sec m % mm L/sec m/s m/s
Columbia Street 1 Site MH EX. SAN 0.24 0.072 0.072 4.27997274 1.2326 0.00 0.0000 0.00 0.00 0.0000 0.00 0.0000 0.0000 0.24 0.24 0.0363 1.2689 1.60 150 19.2541 1.090 0.616
ACTUAL VELOCITY
DESIGN
PIPE SIZE CAPACITYFULL FLOW
VELOCITY
Design Parameters
TOTAL VOLUME
FLOWAREACUMUL AREA
PEAK FLOW AREACUMUL AREA
HECTARES AND FLOW OF EACH ZONING
INFILTRATION
INFIL FLOW
June 29, 2017
LOCATION
AREA NO.
STREETMANHOLE LOCATION
SCHOOL, INSTITUTIONALRESIDENTIAL AREAS and POPULATION INDUSTRIAL
PEAL FLOW
SANITARY SEWER DESIGN SHEET
ENGINEERING AND PUBLIC WORKS
PEAK RES.
FLOW
CUMUL POPUL.
PEAK FACTOR "F"
HECTARES OF EACH DENSITY
COMMERCIAL
*Highlighted cell represents the maximim site population of 72 people based on 36 bedrooms and an occupancy load of 2 people per bedroom as per the 2012 Ontario Building Code (OBC) occupancy load of 2 people per bedroom.
CUMUL AREACUMUL
AREAPEAK FLOW
AREA
TOTALS-C-I FLOW
AREAPOPUL. SLOPELENGTH
)000,1/(4
141F PopulationP
P
S:\2015 Jobs\SBM-15-1955 Masri, 84-88 Columbia\Sanitary\SBSBM-15-1955 Masri O Inc. - 88 Columbia Street - Sanitary Sewer Design Sheet 16-01-20.xls 7/4/2017 2:13 PM
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Original Message‐‐‐‐‐ From: Jeff Hayhurst [mailto:[email protected]] Sent: January 28, 2016 11:32 AM To: 'Eric Swidrovich' Subject: RE: 84&88 Columbia West Waterloo ‐ Flow and Pressure test Thanks Eric, I put a call into the City, will let you know, if not, here is what I have that should work: Static: 52psi Res: 1150gpm's @ 51psi 1582gpm's @ 50psi Hydrant #302 ‐ test hydrant on Columbia, 1st hydrant west of Lester St Hydrant #300 ‐ flow hydrant on Columbia, 1st hydrant east of Albert St. As soon as I here back, I will let you know, thanks. Jeff Hayhurst Sprinkler Designer 167 Lexington Crt. Unit 1 | Waterloo, ON | N2J 4R9 P: (519) 888‐0043 | F: (519) 888‐9961 | Website
Water Supply for Public Fire Protection (Fire Underwriters Survey)
For data entryCalculated, not for data entry
DATE: May 8, 2017JOB N0.: SBM‐16‐1628
Client:Project:Location:
The following method may be used for groupings of detached one family and small two family dwellings not exceeding 2 stores in height.
Type of Construction: Exposure Distance, m :
Roof Type:
Required Supply Flow Rate, L/min = 6000
Provided Supply Flow Rate @ 58.10 psi* = 3388 L/min*
52.50 psi* = 4785 L/min*
Using linear interpolation, residual pressure at hydrant = 47.63 @ 6000 L/min
*Refer to the Provided Hydrant Flow Tests
Asphalt Shingles or Metal
One or Two Family Dwelling ‐ Masonry or Brick
Less than 3m
14361 Medway Rd, PO Box 29Arva, Ontario, N0M 1C0P: 519 471 6667 F: 519 471 0034
www.sbmltd.ca
370 University Ave E, Unit 203aWaterloo, Ontario, N2K 3N2P: 519 725 8093
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