84-88 Columbia St. - site service report · the contractor shall verify all dimensions and report...

15
SITESERVICINGFEASIBILITYSTUDY ProposedApartmentBuilding 8488ColumbiaStreetWest CityofWaterloo May2017 14361MedwayRd. Arva,Ontario,N0M1C0 t:5194716667 f:5194710034 SBM151955

Transcript of 84-88 Columbia St. - site service report · the contractor shall verify all dimensions and report...

Page 1: 84-88 Columbia St. - site service report · the contractor shall verify all dimensions and report all errors and discrepancies to the consultant. these documents are copyrighted instruments

����������

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

Page 2: 84-88 Columbia St. - site service report · the contractor shall verify all dimensions and report all errors and discrepancies to the consultant. these documents are copyrighted instruments

�� 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.��

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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.���

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� � � 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.����

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� � � 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.�

� �

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� � � 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�

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� � � 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�

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���������������

APPENDIX�A��

Topographic�Survey�by�McKechnie�Surveying�Ltd�Site�Plan�by�MOIA�

�� �

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Page 10: 84-88 Columbia St. - site service report · the contractor shall verify all dimensions and report all errors and discrepancies to the consultant. these documents are copyrighted instruments

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

Magdalena
Typewritten Text
AVERY SUITES
Magdalena
Typewritten Text
Magdalena
Typewritten Text
Magdalena
Typewritten Text
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��������������

APPENDIX�B��

Sanitary�Sewer�Design�Sheet��� �

Page 12: 84-88 Columbia St. - site service report · the contractor shall verify all dimensions and report all errors and discrepancies to the consultant. these documents are copyrighted instruments

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

Page 13: 84-88 Columbia St. - site service report · the contractor shall verify all dimensions and report all errors and discrepancies to the consultant. these documents are copyrighted instruments

www.sbmltd.ca SBM�15�1955��

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APPENDIX�C��

Fire�Flow�Test�Results�&�Calculations������������������������������

Page 14: 84-88 Columbia St. - site service report · the contractor shall verify all dimensions and report all errors and discrepancies to the consultant. these documents are copyrighted instruments

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   

Page 15: 84-88 Columbia St. - site service report · the contractor shall verify all dimensions and report all errors and discrepancies to the consultant. these documents are copyrighted instruments

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

[email protected]