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FUNCTIONAL SERVICING AND STORMWATER MANAGEMENT REPORT
PROPOSED RESIDENTIAL DEVELOPMENT
KING STREET WEST & MARTIN ROAD BOWMANVILLE, ONTARIO
August 11, 2017 Project No: NT15-047
99 King Street East King Condominium Residences Bowanville, ON Functional Servicing and Stormwater Management Report
Functional Servicing and Stormwater Management Report NT15‐047
August 09, 2017 /P a g e | i
Table of Contents
1.0 Introduction .......................................................................................................................... 1
2.0 Site Description .................................................................................................................... 1
3.0 Site Proposal ........................................................................................................................ 1
4.0 Methodology ........................................................................................................................ 2
4.1 Methodology: Stormwater Drainage and Management ................................................... 2
4.2 Methodology: Sanitary Discharge .................................................................................... 2
4.3 Methodology: Water Usage ............................................................................................. 2
5.0 Stormwater Management and Drainage ............................................................................... 2
5.1 Design Criteria ................................................................................................................. 2
5.2 Existing Conditions .......................................................................................................... 3
5.3 Stormwater Management ................................................................................................. 3
5.3.1 Quantity Controls ...................................................................................................... 4
5.3.2 Water Balance ........................................................................................................... 5
5.3.3 Quality Controls ........................................................................................................ 5
5.4 Downstream Capacity ...................................................................................................... 5
6.0 Sanitary Drainage System .................................................................................................... 6
6.1 Existing Sanitary Drainage System and Capacity ............................................................ 6
6.2 Proposed Additional Flows .............................................................................................. 6
6.3 Proposed Sanitary Connection ......................................................................................... 6
7.0 Water Supply System ........................................................................................................... 6
7.1 Existing System ................................................................................................................ 6
7.2 Proposed Water Supply Requirements ............................................................................. 6
7.3 Proposed Watermain Connection ..................................................................................... 6
8.0 Site Grading ......................................................................................................................... 7
8.1 Proposed Grades ............................................................................................................... 7
9.0 Conclusions and Recommendations .................................................................................... 8
99 King Street East King Condominium Residences Bowanville, ON Functional Servicing and Stormwater Management Report
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1.0 LIST OF FIGURES
Figure 1 Location Plan ................................................................................................................................ After Report 2.0 LIST OF TABLES
Table 4.1 - Water Usage .................................................................................................................... 2 Table 5.1 - Post-development Target Flow Input Parameters ................................................................. 3 Table 5.2 - Post-development Target Peak Flow ................................................................................... 3 Table 5.3 - Post-Development Input Parameters .................................. Error! Bookmark not defined. Table 5.4 - Post-Development Quantity Control Analysis ....................................................................... 4 Table 5.5 - Water Balance Analysis Results ......................................................................................... 5 3.0 APPENDICES
Appendix A – Background Data Appendix B – Storm Data Appendix C – Sanitary Data Appendix D – Water Data Appendix E – Site Servicing Plan (Map Pocket)
Site Grading Plan (Map Pocket) Storm Drainage Area Plans (Map Pocket) Sanitary Drainage Area Plans (Map Pocket)
99 King Street East King Condominium Residences Bowanville, ON Functional Servicing and Stormwater Management Report
Functional Servicing and Stormwater Management Report NT15‐047
August 09, 2017 /P a g e | 1
1.0 Introduction Nextrans Engineering was retained by YYZed Project Management (Authorized Agent) on behalf of the Owner to prepare a site specific Functional Servicing Report (FSR) and Stormwater Management (SWM) Report, for 99 King Street West which is a proposed commercial development, in support of a Site Plan Approval (SPA) application.
The purpose of this report is to provide site specific information for the Municipality’s review with respect to storm drainage, sanitary discharge and water supply infrastructure required to support the proposed development.
The following documents were available for our use in the preparation of this report:
Site Plan prepared by Kohn Architects;
Topographic survey prepared by Donevan Fleischmann Petrich Ltd. OLS;
Geotechnical Report prepared by Frontop Engineering Ltd;
Regional Road No. 57 Watermain (dwg. P-11) Prepared by G.M.Sernas;
Highway No. 2 From: 70m w of Martin Road To: 190m e of Martin Road (dwg. 7341-W1) Prepared by Totten Sims Hubicki;
Highway No. 2 From: 190m e of Martin Road To: C.P.R. Bridge (dwg. 7341-W2) Prepared by Totten Sims Hubicki;
Rhonda Boulevard (dwg. C-4) Prepared by unknown;
Underground Services & Roadwork King Street W From: Waverly Road To:80m west of Waverly Road (dwg. C-1) Prepared by D.G.Biddle & Associates Limited;
Underground Services & Roadwork McCrimmon Crescent From: 148m west & south of McCrimmon Crescent To:Rhonda Boulevard (dwg. C-6) Prepared by unknown;
King Street New Construction Details (dwg. 2) Prepared by Totten Sims Hubicki;
King Street New Construction Details (dwg. 4) Prepared by Totten Sims Hubicki ; and,
King Street New Construction Details (dwg. 6) Prepared by Totten Sims Hubicki.
2.0 Site Description The existing site of approximately 2.872 hectares (28,719 m2) is currently vacant and is bound by King Street West (Highway 2) to the north, Martin Road (Highway 57) to the west, and the C.P.R Railway to the south-east in the Town of Bowmanville. Refer to Figure 1 included at the end of the report.
3.0 Site Proposal The site plan application proposes three (3) Multi-storey residential buildings as well as associated parking both at grade and underground. The site plan shows that the buildings and hard-surfaced areas will cover the majority of the subject property.
99 King Street East King Condominium Residences Bowanville, ON Functional Servicing and Stormwater Management Report
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4.0 Methodology 4.1 Methodology: Stormwater Drainage and Management
This report provides a detailed Stormwater Management (SWM) review of the pre- and post-development conditions and comments on the feasibility of the proposed development.
4.2 Methodology: Sanitary Discharge
The sanitary sewage discharge from the site was determined using sanitary sewer design sheets that consider the land use and building statistics as supplied by the design team. A typical average daily sanitary generation for residential uses shall be 364 L/person/day. As the proposed development specifies one (1) bedroom and two (2) bedroom units, the population density per unit is 1.5 persons and 2.5 persons respectively. For infiltration purposes 22.5 m3/gross hectare/day shall be used as per the Region of Durham Sewer Use By-Law.
4.3 Methodology: Water Usage
For the purpose of this report, the domestic water usage was based on occupancies shown in the following Table 4.1.
Table 4.1 - Water Usage Usage Rate Water Demand
1 Bedroom 1.5 persons 191 L/person/day
2 Bedroom 2.5 persons 191 L/person/day
Amenity (Assumed equivalent to Shopping Centre as per OBC)
L/m2 5 L/1.0m2/day
Water demand statistics for residential developments were obtained from the Ontario Building Code Part 8 Tables 8.2.1.3.A and 8.2.1.3.B.
Fire suppression flow calculations were undertaken to determine minimum flow requirements to provide adequate fire protection in accordance with the Fire Underwriters Survey (FUS) Guidelines.
5.0 Stormwater Management and Drainage 5.1 Design Criteria
The proposed development will meet the Province of Ontario standards as set out in the MOE 2003 Stormwater Management Planning and Design Manual (SWMPD) and local SWM and drainage standards. The City standards follow the Wet Weather Flow Management Guidelines (WWFMG).
Post-development peak flows for all events from the site should be controlled to the pre-development peak flows;
Stormwater should be treated to Enhanced Protection levels as defined in the MOE SWM Planning & Design Manual (2003); and,
Water balance should be provided if applicable.
99 King Street East King Condominium Residences Bowanville, ON Functional Servicing and Stormwater Management Report
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5.2 Existing Conditions
The site, currently, is graded such that storm water sheet flows to the adjacent Railway Right of Way and to the King Street Right of Way. Drainage from the site that flows through the existing CP Rail culvert outlets into the existing Municipal storm sewers located in the subdivision to the south. According to an existing drainage area plan provided by the Municipality, there are 4.65 hectares of external drainage from the north of the existing subdivision that flows to these Municipal storm sewers. The pre-development drainage patterns are indicated on Drawing DAP-1. The site- specific pre-development drainage areas are noted in Table 5.1 below.
Table 5.1 - Pre-Development Catchment Areas
Catchment Drainage Area
(ha) C
A1 2.44 0.25
A2 0.43 0.25
As indicated by the Municipality, the existing storm sewers in the subdivision to the south are over capacity. Since an existing storm sewer design sheet was not available from the Municipality, a 5-year storm sewer design sheet was developed to review the existing downstream conditions (to the intersection of McCrimmon Crescent and Wrenn Boulevard).
In the existing 5-year storm condition, it was noted that there are two sewer segments in excess of 80% capacity. These sewer legs are: the first section of sewer that captures the storm flows from the north through the CP Rail lands and the second leg is the immediate downstream section. Refer to design sheet located in Appendix B. It should be noted that this is an existing condition.
For the purposes of rezoning, an analysis of the 100 year Chicago storm only was analyzed. All storm events will be modelled and analyzed for the detailed site plan application. Results from the target post-development flow calculation is provided in Table 5.2. Post-development flow calculations are included in Appendix B.
Table 5.2 - Post-development Target Peak Flow
Event To King Street (m3/s)
To CP Outlet
(m3/s)
Target Peak Flow Rational Method
(m3/s)
100 Year Chicago 0.038 0.163 0.201
5.3 Stormwater Management
As indicated by CP Rail, point source discharge to the railway ROW is not allowed, therefore, stormflows that are collected and cleaned will have to be piped to the existing storm sewers in the subdivision to the south. The only available connection point to the existing storm sewer is on King Street West at Waverly Road. A connection from the site will be made at the east end of the property and a new Municipal storm sewer will be installed under the railway connecting to the existing storm system to the south. The section of storm sewer under the railway will be installed by jack and bore method.
99 King Street East King Condominium Residences Bowanville, ON Functional Servicing and Stormwater Management Report
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The post-development drainage patterns were developed using the proposed grading plan and are indicated on drawing DAP-02.
5.3.1 Quantity Controls
The majority of stormwater from the subject site on the west side will be collected by roof drains and area drains. All catchbasins and leads are shown, however, all of the area drains are above the underground parking level and the associated piping will be detailed by the building mechanical consultant under a separate application. Perimeter drainage is directed as sheet flow to the existing CP Rail ROW and to the adjacent ditch on Highway 2 (King Street). The remaining storm flows from the east side of the site will sheet flow to either the CP Rail ROW or the existing King Street ditch. The majority of the east side of the site will maintain the existing grades and grading scheme.
In determining the available capacity of the existing sewer, or the allowable release rate, a review of the storm sewer system was undertaken. A large portion of the site will no longer discharge to the CP Rail right of way and the analysis of the 5 year storm sewer was updated to reflect this. Additionally, the new storm sewers required to service the site have been added as well. Refer to Storm Sewer Design Sheet 5-Year Proposed located in Appendix B as well as the Servicing Drawing SS-01 and Drainage Area Plan DAP-02. The flows that could be added from the subject site were determined based on all sections of existing storm sewer operating at or below 80% capacity. This means the available release rate to from the site to the storm sewer is roughly 22 L/s. This has been set as the target release rate for the 100 year Chicago Storm.
Modified Rational Method calculations were undertaken to determine the required storage volume required such that the site does not release more than 22 L/s in the 100 year Chicago Storm event to the storm sewer.
The following table identifies the input post development parameters and detailed calculations can be found in Appendix B.
A summary of the storm event calculations is provided in the summary table below (does not include uncontrolled flows to King Street).
Table 5.3 - Post-Development Quantity Control Analysis
Storm Event
Target Flow to Storm
Sewer (m3/s) Uncontrolled Flow CP Rail
(m3/s)
Controlled Flow (m3/s)
Before controls
Controlled Peak Flow to Storm Sewer
(m3/s)
Required Storage
(m3)
Total Peak Flow (m3/s)
100-year Chicago
0.022 0.0425
0.844 0.02187 1,177 0.0644
As shown in Table 5.4 in order to control post-development flows to the least amount of discharge, storage is required. The Required Storage volume amount indicates the amount of storage to be provided by the stormwater storage tank. The maximum outflow from the stormwater storage tank will be controlled via 110mm diameter orifice plate located in the stormwater storage tank upstream of the OGS (STC 4000). Refer to Appendix B for calculations. Refer to drawing SS-01 in Appendix E for location of tank. Based on using the Airport Method for calculating Tc (time of concentration) the west side of the site (Site 1) would be allowed to discharge 163.2 L/s at just over 30 minutes. According to the rational method calculations, the west side of the site would be discharging much less than this value at 15 minutes therefore the west side of this site can be controlled in the 100 year Chicago event to pre-development levels.
99 King Street East King Condominium Residences Bowanville, ON Functional Servicing and Stormwater Management Report
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The proposed SWM plan in conjunction with the proposed grading and servicing retains the most volume of runoff based on the largest available storm tank footprint and smallest orifice tube thereby overcontrolling the post-development peak flows for each storm event.
5.3.2 Water Balance
According to the CLOCA Technical Guidelines for Stormwater Management Submissions the site is not within a higher than average infiltration potential area. However, permeability tests completed by the site geotechnical engineer show that an infiltration rate of 17mm/hr can be achieved.
The results of the initial abstraction water balance analysis is summarized in Table 5.5 accounting for the entire parcel (2.87 ha).
Table 5.3 - Water Balance Analysis Results Surface
Fraction of Site Area
(m2) Initial Abstraction
(mm) Overall Initial Abstraction
(mm)
Flat Roof 0.35 (10,110m2) 1.0 0.35
Landscape 0.42 (12,083 m2) 5.0 2.1
Asphalt 0.23 (6,507 m2) 1.0 0.23
Total 1.00 (28,700) m2) - 2.68 Based on Table 5.5, the redeveloped site will have provided an initial abstraction depth of 2.68 mm (76.916 m3). In addition, the proposed stormwater attenuation tank could provide an area for irrigation purposes which could make up the 2.32mm difference over the site. It should be noted that this site is not subject to infiltration requirements, however, irrigation could help reduce stormwater volumes leaving the site and is considered an LID (Low Impact Development) practice Any LID measures to be implemented will be detailed for site plan approval.
5.3.3 Quality Controls
The combination of landscaping and roof areas does not provide the minimum removal of 80% of the Total Suspended Solids (TSS). An oil/grit separator will therefore be required. It is proposed that an STC4000 be installed downstream of the proposed stormwater storage tank to achieve 82% TSS removal which satisfies the water quality objective. Detailed water quality calculations are provided in Appendix B.
5.4 Downstream Capacity
As noted in section 5.3.1 above, an analysis of the downstream capacity was undertaken to determine the allowable release rate to the Municipal storm sewer system. Overall, the site design will be reducing flows contributing to the existing Municipal system and based on the proposed release rate, no pipes in the down stream system (analyzed section) will be surcharged in the 5 year scenario. Since the site will not be increasing flows to the either the King Street or CP Rail ROW, the downstream capacity will not be negatively impacted by the proposed development.
99 King Street East King Condominium Residences Bowanville, ON Functional Servicing and Stormwater Management Report
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6.0 Sanitary Drainage System 6.1 Existing Sanitary Drainage System and Capacity
There is an existing 375mm diameter sanitary on King Street West (Old Highway 2) south of the CP Rail property. A stub has been provided for future development.
6.2 Proposed Additional Flows
The sanitary sewer analysis was therefore carried out and an estimated peak flow of 14.59 L/s was calculated. Detailed calculations are included in Appendix C.
6.3 Proposed Sanitary Connection
It is proposed that a sanitary sewer connection be provided to service the development from King Street West. The sanitary sewer is proposed to extend from King Street West to King Street East under the CP Rail line by jack and bore methods. All buildings on the site will be serviced internally and will connect to the sanitary service lateral on the east side of the property. Site servicing within the building footprint will be designed by the building mechanical consultant. Refer to the Servicing Drawing SS-1, Plan and Profile PP-1 prepared by Nextrans Engineering, in Appendix E for stub and sewer locations.
7.0 Water Supply System 7.1 Existing System
According to the drawing Regional Road No. 57 Watermain (dwg. P-11) Prepared by G.M.Sernas, there is an existing 300 mm diameter watermain within the Martin Road (Highway 57) right-of-way on the east side. There is an existing 400mm diameter watermain on King Street, however, the Region of Durham has indicated that is a concrete pressure pipe and that this site is to connect off of Martin Road.
7.2 Proposed Water Supply Requirements
The estimated water consumption of the site was calculated using the occupancy rates shown in Table 4.1 in Section 4.4. , based on the Region of Durham Design Specifications for Sanitary Sewers. Based on the proposed use, it is anticipated that an average consumption of approximately 168,533 L/d (1.95 L/s), a maximum daily consumption of 294,967 L/d, a minimum hourly demand of 4,565 L/hr and a peak hourly demand of 18,400 L/hr will be required to service this development with domestic water. Detailed calculations are found in Appendix D.
Fire protection calculations, as provided by the Fire Underwriters Survey (FUS), have been undertaken to assess the minimum requirement for fire suppression for each building. According to our calculations, a minimum fire suppression flow of 5,000 L/min at 140 kPa (1,321 USGPM at 20 PSI) will be required. Refer to detailed calculations found in Appendix D.
The results of the fire flow test show that there is 3,388 USGPM available at 20 psi and therefore there is sufficient flow and pressure is the system. Fire Flow Test results are located in Appendix D.
7.3 Proposed Watermain Connection
The proposed building will be serviced by one (1) 200mm diameter fire and one (1) 100mm domestic water services. According to Region of Durham standard drawing S-240.041, the services are separate connections to the mainline and will be metered and have backflow prevention inside the adjacent building. The two remaining buildings will be
99 King Street East King Condominium Residences Bowanville, ON Functional Servicing and Stormwater Management Report
Functional Servicing and Stormwater Management Report NT15‐047
August 09, 2017 /P a g e | 7
serviced by watermains/lines internal to the site. The services will be connected to the existing 300 mm diameter watermain on Martin Road. A private pressure reducing valve is required for this development. Refer to the Servicing Drawing SS-1, prepared by Nextrans Engineering, in Appendix E for service locations.
8.0 Site Grading 8.1 Proposed Grades
The proposed grading of the site will match the existing grades where possible. The overland flow will be directed towards the adjacent right-of ways. Refer to the Grading Drawing SG-1, prepared by Nextrans Engineering located in Appendix E for the preliminary grading concept.
PROJECT NO.
FIGURE NO.
NT15-047
Suite 489, 4261-A14 Highway 7 East Markham, ON L3R
9W6 Tel: 416-274-7036, Fax: 877-957-2929
DATE: AUG 31, 2015
1
SITE
KING STREET WEST
MARTINROADHWY 57
STEVENS ROAD
WAVERLYROAD
KING STREET
WESTROENIGKDRIVE
CP RAIL
APPENDIX A
BACKGROUND INFORMATION
L O
T
1 4,
C O
N C
E S
S I O
N
1
GM
FOM
WV
WV
HP ANC
ANC
ANC
ANC
HP
HP
ANC
ANCHP
BELL
BOX
CB
CB
CB
OH
OH
OH
OH
OH
OH
OH
OH
OH
OH
OH
PART 1PLAN 10R - 1003
PART 2
PART 3
PART 4
PART 5
PART 1, PLAN RD-66
PART 2
PAR
T 7
PART 5P L A N
R D
-
3 5
ND
15
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TOP NU
T
OF FH
N43°
22'00
"E
N66°58'10"E 152
N65°32'10"E60.97
N33°00'35"E
33.97
N10°11'40"W
151.60
CANADIAN PACIFIC R
AILWAY
FOM
ANC
ANC
ANCH
ORAN
CHOR
SIBSIB
SIB
412.8
7
N68°41'25"E 44.28
N68°36'10"E 58.85152.44
BY PERMITONLY
BLACK LETTER "P", LEGENDAND BORDER
2 cm RED REFLECTIVEANNULAR BAND
1.5 cm RED REFLECTIVEINTERDICTORY STROKE
WHITE REFLECTIVEBACKGROUND45
30 cm
cm
BLUE REFLECTIVEBACKGROUND ANDOUTLINE
WHITE REFLECTIVE SYMBOLAND BORDER
PRESCRIBED SIGNS FOR PARKING SPACES DESIGNATED UNDER AMUNICIPAL BY-LAW FOR THE USE OF DISABLED PERSONS
ACCESSIBLE PARKING SPACE SIGN
TOW AWAY AREA
REFLECTORIZED RED CIRCLEAND DIAGONAL
BLACK
WHITE LETTERING
WHITE REFLECTIVEBACKGROUND
45
30 cm
cm
BLACK ARROW
WHITE REFLECTIVE SYMBOLAND BORDER
FIRE ROUTE SIGNTORONTO MUNICIPAL CODE FIRE ROUTESSCHEDULE "B" TO CHAPTER 880
FIRE ROUTE
BLACK LETTERING
BLACK BORDER
RED BACKGROUND
1. ALL SIGNS REQUIRED BY THIS BY-LAW SHALL BE PRINTED ON A 30 cm BY 45 cm SIGN BLANK AND SHALL DISPLAY A FORMAT AS ILLUSTRATEDBELOW AND AS REQUIRED BY SECTION 2 OF THIS SCHEDULE
2. SIGNS SHALL BE PLACED AT EACH LIMIT OF A DESIGNATED FIRE ROUTE AND SHALL DISPLAY SINGLE HEADED ARROWS POINTING IN THEDIRECTION OF SUCH DESIGNATED FIRE ROUTES. SIGNS DISPLAYING DOUBLE HEADED ARROWS SHALL BE PLACED AT INTERMEDIATE POINTS ALONGA DESIGNATED FIRE ROUTE NO FURTHER THAN 30 m APART
3. SIGNS SHALL BE ERECTED ON A SIGN POST ANCHORED SECURELY TO THE GROUND OR A PLATFORM CAPABLE OF HOLDING THE SIGN ERECTDURING ALL WEATHER CONDITIONS. THE MAXIMUM HEIGHT OF SIGNS SHALL BE NO LESS THAN 2 m ABOVE THE WEARING SURFACE OF THEDESIGNATED FIRE ROUTE.
4. SIGNS SHALL BE ERECTED ON THE BOULEVARD OF A DESIGNATED FIRE ROUTE SO THAT NO PART OF THE SIGN IS CLOSER THAN 30 cm TO THEADJACENT CURB NOR FURTHER THAN 3 m FROM THE CURB. WHERE THERE ARE NO CURBS, NO PART OF THE SIGN SHALL BE CLOSER THAN 1 m NORFUTHER THAN 3 m FROM THE EDGE OF THE ADJACENT PAVEMENT OR TRAVELLED ROAD.
SITE STATISTICS
ZONING DESIGNATION Current Zoning - ARezone to - R4
LOT AREA 28,719sm (2.872 HECTARES)FRONTAGE 176.365M
GROSS FLOOR AREA UNITS AREA(sm) AREA (sf)
RESIDENTIAL:BLDG 11 BEDROOM 852 BEDROOM 90TOTAL 175 16,033 sm (172,587 sf)
BLDG 21 BEDROOM 792 BEDROOM 69TOTAL 148 12,497 sm (134,517 sf)
BLDG 31 BEDROOM 512 BEDROOM 51TOTAL 102 8,614sm (92,722 sf)
TOTAL 1 BEDROOMTOTAL 2 BEDROOMTOTAL: 425
LOBBY / AMENITIES 1 751 sm (8,084sf)LOBBY / AMENITIES 2 496 sm (5,339sf)TOTAL AREAS 38,391 sm (413,237 sf)
BUILDING INFORMATION: % sm
COVERAGE:BUILDING COVERAGE: 16% 4,778.4 smPAVING (HARDSCAPING): 29% 8,216.3 smLANDSCAPING (SOFTSCAPING): 55% 15,795.5 smFSI (FLOOR SPACE INDEX): 1.34No. OF STOREYS: BLDG 1, 2 = 12; BLDG 3 = 8HEIGHT: BLDG 1 & 2 = 36.45 m, BLDG 3 = 24.65 m
AMENITY SPACE REQUIRED PROPOSEDBLDG 1 INT. (2sm/unit) 344sm (3,703sf)
EXT.(4sm/unit) 688sm (7,406sf) 500sm (ROOF)
BLDG 2 INT. (2sm/unit) 308sm (3,315sf)EXT. (4sm/unit) 616sm (6,631sf) 250sm (ROOF)
BLDG 3 INT. (2sm/unit) 196sm (2,110sf)EXT. (4sm/unit) 392sm (4,219sf) 250sm (ROOF)
AMEN. 1 INT. 750smEXT. (ROOF) 325sm
AMEN. 2 INT. 586smEXT. (ROOF) 293sm
SITE EXT. (TOT LOT,ETC) 445sm
TOTAL INTERIOR 848sm 1,336smEXTERIOR 1,696sm 1,918sm
PARKING SPACE RATES:
RES. PARKING RATES BASEDON ZONING BY-LAW 2006-0461.00 / 1 BEDROOM UNIT1.25 / 2 BEDROOM UNIT0.25 / UNIT VISITOR PARKING (PROPOSED ZONING B/L AMEND.)BARRIER FREE VISITOR: 10% OF VISITOR SPACESBARRIER FREE RESIDENT: BYLAW 2005-109 SECTION 6
PARKING SPACES: REQUIRED PROPOSED
STALL DIMENSION 2.75mx5.7m 2.75mx5.7mDRIVE AISLE WIDTH 6.5m 6.5m at grade
6.0m u/g
RESIDENTIAL SPACES:BLDG 1:Resident 1 Bed 1/Unit (85) 85 85Resident 2 Bed 1.25/Unit (90) 113 113Visitor 0.25/Unit (175) 44 44TOTAL 242 242
BLDG 2:Resident 1 Bed 1/Unit (79) 79 79Resident 2 Bed 1.25/Unit (69) 87 87Visitor 0.25/Unit (148) 37 37TOTAL 203 203
BLDG 3:Resident 1 Bed 1/Unit (51) 51 51Resident 2 Bed 1.25/Unit (51) 64 64Visitor 0.25/Unit (102) 26 26TOTAL 141 141
PARKING SITE TOTALS:TOTAL RESIDENT (UNDERGROUND) 479 479TOTAL VISITOR RESIDENT (SURFACE) 107 129TOTAL SPACES: 586 608*ALL NUMBERS ARE INCLUDE BARRIER FREE PARKING SPACES
REQUIRED PROPOSEDBARRIER FREE PARKINGRESIDENTS (U/G) 9 9VISITORS PARKING 13 13STALL DIMENSION TYPE A 4.5m x 5.7m
TYPE B 3.7m x 5.7mBICYCLE PARKING SPACES: REQUIRED PROPOSED
RATIO LONG TERM: 0.5/UNIT
BLDG 1: 88 86BLDG 2: 74 77BLDG 3: 51 49TOTAL : 213 213
RATIO SHORT TERM: 0.25/LONG TERM 53 53
NOTE:1. ALL SHORT TERM BICYCLE PARKING LOCATED AT GRADE
LOADING SPACES: REQUIRED PROPOSED
BLDG 1: 2 2*BLDG 2: 2 1BLDG 3: 2 1
*includes waste pickup
SNOW STORAGE REQUIRED (sm) PROVIDED (sm)
SNOW STORAGE 164sm 170sm(2% OF PAVED)
SURVEY INFORMATION:
PLAN OF TOPOGRAPHIC DETAILOF PROPERTY REFERENCED ASP.I.N. 26931-0003PARTS 1, 2, 3, 4, 5, 6, 7, 8, 9 OF LOT 14, CONCESSION 1
REGISTERED PLAN RD #35MUNICIPALITY OF CLARINGTONREGIONAL MUNICIPALITY OF DURHAM
PREPARED BY:DONEVAN FLEISCHMANN PETRICH LTDONTARIO LAND SURVEYORS1101 BOUNDARY RD, SUITE 1OSHAWA, ONT: 905-725-4795 F: 905-725-9957
LOADING SPACE RATES:
LOADING RATES BASED ON ZONING BY-LAW 2006-046RES. LOADING IS TYPE 'A' = 11mx4m
8 STOREYS102 UNITS
GFA: 8614sm (92, 722sf)
BUILDING 3115.00
F.F.E.
12 STOREYS148 UNITS
GFA: 12, 497sm(134, 517sf)
BUILDING 2
AMENITYBLDG 1
2 STOREYSGFA: 750sm
(8073sf)
AMENITYBLDG 2
2 STOREYSGFA: 586sm
(6308sf)
CANADIAN PACIFIC RAIL
10 METER SETBACK LINE
PROPERTY LINE
TOT LOTAMENITY AREA
370 SM3,982 SF
20 METER SETBACK LINE
RETAINING WALL
EXTENT OF MARTINRD GRADING
PROP. GUIDERAIL
TRELLISAMENITY SPACE
99 SM1065 SF EXIT
STAIRFROM U/G
WA
STE
CO
LLEC
TIO
NA
REA
PARKIN
GRAM
P @
15%
3m BLEND@ 7.5%
FIREROUTE
FIRE
ROUTE
FIR
ER
OU
TE
FIR
ER
OU
TE
FUTURE SIDEWALKCONNECTION TO STREET
12 STOREYS175 UNITS
GFA: 16,033sm(172, 587sf)
BUILDING1
TYPE ALOADING
20000TYPE ALOADING
TYPE A
LOA
DIN
G
F.F.E.118.1
F.F.E.118.0
F.F.E.116.0
F.F.E.116.0
PRIVATEROAD
SIAMESECONNECTION(BUILDING 3)
SIAMESECONNECTION(BUILDING 2)
SIAMESECONNECTION (BLDG 1)
1100
0
4000
11000
11000
4000
PRIMARY ACCESS FORFIREFIGHTING
PRIMARYACCESS FORFIREFIGHTING
PRIMARYACCESS FORFIREFIGHTING
POSSIBLE FUTUREPEDESTRIAN CONNECTIONTO GO TRAIN STATIONBELOW ROAD
SNOW STORAGE170 SM
MA
TCH
LIN
E
ROOFTOPAMENITY325sm
ROOFTOPAMENITY293sm
OF MAIN TRACK
17 17 15 14 12 9 8
2M S
IDEW
ALK
2M S
IDEW
ALK
2M SIDEWALK5431
2M SIDEWALK
1.5M MUNICIPAL SIDEWALK
7113
6000 1500
61200 13783 59400 9536
76
6500
5700
64915700
11395 5700 1500 5700 6500 5700 1500 5700 6500 5700 9500 5700 6500 5700 4317
27
RAIL BERM
CL
EXTENT OFP1
EXTENT OFP1
EXTENT OFP1
EXTENT OFP1
EXTENT OFP1
CHAINLINK FENCE
.
RAIL BERM
.
CHAIN LINK
FENCE
CANADIAN PACIFIC RAIL
10 METER SETBACK LINE
PROPERTY LINE
20 METER SETBACK LINE
OF MAIN TRACK
CL
MA
TCH
LIN
E
RAIL BERM
.
CHAIN LINK
FENCE
. ..
A1
ALL DIMENSIONS ARE GIVEN IN MILLIMETRES UNLESS OTHERWISE INDICATED.
DO NOT SCALE DRAWINGS.
CONTRACTOR SHALL VERIFY AND CHECK ALL DIMENSIONS AND CONDITIONS ON SITEPRIOR TO STARTING ANY OF THE WORK AND REPORT ANY DISCREPANCY TO THEARCHITECT AND CONSULTANTS BEFORE PROCEEDING. CONSTRUCTION MUSTCONFORM TO ALL APPLICABLE CODES AND REQUIREMENTS OF AUTHORITIES HAVINGJURISDICTION PERTAINING TO THIS APPLICATION.
THE ARCHITECT BEARS NO RESPONSIBILITY FOR THE INTERPRETATION OF THESEDOCUMENTS BY THE CONTRACTOR. UPON WRITTEN APPLICATION THE ARCHITECTWILL PROVIDE WRITTEN OR GRAPHIC CLARIFICATION AS SUPPLEMENTARYINFORMATION REGARDING THE INTENT OF THE CONTRACT DOCUMENTS.
LOCATIONS OF EXPOSED MECHANICAL OR ELECTRICAL DEVICES, FITTINGS ANDFIXTURES ARE INDICATED ON ARCHITECTURAL DRAWINGS. WHICH SHALL GOVERNOVER THE MECHANICAL AND ELECTRICAL DRAWINGS. THOSE ITEMS NOT CLEARLYLOCATED, TO BE LOCATED AS DIRECTED BY THE ARCHITECT.
NO INVESTIGATION HAS BEEN UNDERTAKEN OR REPORTED ON THIS OFFICE INREGARDS TO THE ENVIRONMENTAL CONDITIONS OR POLLUTIONS OF THIS SITE.
COPYRIGHT 2005 KOHN ARCHITECTS INC.
COPYRIGHT OF THIS DRAWING AND THE DESIGN INTENT IS RESERVED BY THEARCHITECT. THE DRAWINGS AND ALL ASSOCIATED DOCUMENTS ARE AN INSTRUMENTOF SERVICE BY KOHN ARCHITECTS INC. THE DRAWINGS AND THE INFORMATIONCONTAINED THEREIN MAY NOT BE REPRODUCED IN WHOLE OR IN PART WITHOUTPRIOR WRITTEN PERMISSION OF THE KOHN ARCHITECTS INC.
ALL DRAWINGS ARE THE PROPERTY OF THE ARCHITECT AND MUST BE RETURNED ONREQUEST.
Project No.
Scale:
Project:
Drawing Title:
Drawn By:
Date Plotted:
Drawing No.:
Checked By:
PROJECTNORTH
TRUENORTH SEAL
116 Spadina Avenue, Suite 501, Toronto ON M5V 2K6Kohn Partnership Architects Inc.
Note
ISSUE DATES AND DISTRIBUTION LOG
No. Date
Tel 416.703.6700 www.kohnarchitects.com
As indicated2017-08-09 5:15:53 PM
King CondominiumResidences1891211 Ontario Limited
King Street West and Martin Road
SITE PLAN AND SITESTATISTICS
15-117DRW CHK
A1 00
OntarioBowmanville
1 09/08/2017 REZONING
A1 00SCALE: 1 : 500
SITE PLAN 1
SITE KEYPLAN
A1 00SCALE: 1 : 500
SITE PLAN 2
NOTES:
(1) RESPECTING ALL WORK IN THE MUNICIPAL RIGHT OF WAY, THE CONTRACTOR IS TO PROVIDE ATLEAST 48 HOURS PRIOR NOTICE TO MUNICIPAL ENGINEERING STAFF AT 905-623-3379
(2) A ROAD OCCUPANCY PERMIT WILL BE REQUIRED FOR ANY WORK DONE IN THE MUNICIPAL ROADALLOWANCE. EXCAVATION OF THE ROAD SURFACE IS NOT PERMITTED BETWEEN DECEMBER 1ST ANDAPRIL 30TH.
(3) ALL RESTORATION OR WORK DONE IN THE ROAD ALLOWANCE MUST BE COMPLETED AS PERMUNICIPAL FIELD STAFF DIRECTION.
(4) THE PERFORMANCE GUARANTEE WILL NOT BE REFUNDED BY THE MUNICIPALITY OF CLARINGTONUNLESS THE WORKS HAVE BEEN INSPECTED BY MUNICIPAL FORCES AND DEEMED TO BE COMPLETEAND SATISFACTORY.
(5) ALL EXISTING SIDEWALKS AT ENTRANCE LOCATIONS MUST BE REMOVED AND REPLACED WITHHEAVY DUTY WIRE MESH REINFORCED CONCRETE.
APPENDIX B
STORM DATA
Time of Concentration Calculation
Area Number Area C Tc
(ha) (min.) Site 1 To CP Rail 2.39 0.25 15 To CP Rail ROWSite 2 to King Street Ditch 0.49 0.25 15 To King Street
2.87Rational Method Calculation
Event 100 yr ChicagoIDF Data Set Municipality of Clarington
a = 1778.00c = 0.820
Area Number A C AC Tc I Q Q(ha) (min.) (mm/h) (m3/s) (L/s)
Site 1 To CP Rail 2.39 0.25 0.60 30 97.7 0.163 163.2Site 2 to King Street Ditch 0.49 0.25 0.12 15 112.4 0.038 38.2
Total 201.4Airpot Methodtc= 3.26*(1.1-C)*L^0.5 For Existing Drainage area of 4.65 ha.
S^.33
L 221.745S 2.1C 0.30Tc= 30.402
Rational MethodPre-Development Flow Calculation
Date: August 2017
99 King Street West, BowmanvilleFile No. NT15-047
Modified Rational Method - Hundred Year Storm - Chicago To South (Through CP)
Drainage Areas Sheet drain to CP Drainage Areas Site to Storm SewerArea (A4) = 0.370 ha Area (A4) = 2.123 ha
"C" = 0.26 "C" = 0.90 Allowable Release Rate to South = 163.17 L/sAC1= 0.10 AC2= 1.91 Max Release Rate to South = 64.4 L/s
Tc = 10.0 min Tc = 10.0 minTime Increment = 5.0 min Time Increment = 5.0 min
Controlled Release Rate Orifice (R1)= 21.87 L/s100-Year Chicago Design Storm
a= 1778.00 Max. Storage Required = 1177.0 m3
c= 0.82Stormwater Storage Tank Volume
Provided = 1000.0 m3
I = A/(T+4)c
(1) (2) (3) (4) (5) (6) (7) (8) (9)Time Rainfall Storm Runoff Storm Runoff Storage Total Runoff Total
IntensityRunoff
(A1 Post)Volume
(A1 Post)Runoff
(A1 Post)Volume
(A1 Post)Volume
RequiredVolume (to South of CP) Runoff
(min) (mm/hr) (m3/s) (m3) (m3/s) (m3) (m3) (m3) (m3/s)
(3) = [(2)*AC1] / 360 (4) = (1)*(3)*60 (5) = [(2)*AC2] / 360 (6) = (1)*(5)*60 (7) = (5)-[R1/1000*(1)*60] (8) = (4) + (6)-(7) (9) =(8)/(1)/6015.0 159.0 0.0425 38.24 0.8438 759.43 739.74 57.92 0.064420.0 131.3 0.0351 42.09 0.6967 836.05 809.80 68.34 0.057025.0 112.4 0.0300 45.05 0.5966 894.84 862.03 77.86 0.051930.0 98.7 0.0264 47.45 0.5236 942.50 903.13 86.82 0.048235.0 88.2 0.0236 49.47 0.4679 982.58 936.65 95.40 0.045440.0 79.9 0.0213 51.21 0.4238 1017.19 964.69 103.71 0.043245.0 73.1 0.0195 52.75 0.3880 1047.67 988.61 111.81 0.041450.0 67.5 0.0180 54.12 0.3583 1074.93 1009.31 119.74 0.039955.0 62.8 0.0168 55.36 0.3332 1099.61 1027.43 127.54 0.038660.0 58.7 0.0157 56.50 0.3117 1122.16 1043.42 135.24 0.037665.0 55.2 0.0148 57.55 0.2931 1142.96 1057.65 142.85 0.036670.0 52.1 0.0139 58.52 0.2767 1162.25 1070.39 150.38 0.035875.0 49.4 0.0132 59.42 0.2623 1180.27 1081.84 157.85 0.035180.0 47.0 0.0126 60.27 0.2494 1197.16 1092.17 165.26 0.034485.0 44.8 0.0120 61.08 0.2379 1213.09 1101.54 172.63 0.033890.0 42.9 0.0115 61.83 0.2274 1228.15 1110.03 179.95 0.033395.0 41.1 0.0110 62.55 0.2180 1242.44 1117.77 187.23 0.0328
100.0 39.4 0.0105 63.24 0.2093 1256.05 1124.81 194.48 0.0324105.0 38.0 0.0101 63.89 0.2014 1269.03 1131.23 201.69 0.0320110.0 36.6 0.0098 64.52 0.1942 1281.46 1137.09 208.88 0.0316115.0 35.3 0.0094 65.12 0.1874 1293.37 1142.45 216.04 0.0313120.0 34.1 0.0091 65.69 0.1812 1304.81 1147.33 223.18 0.0310125.0 33.1 0.0088 66.25 0.1754 1315.83 1151.78 230.30 0.0307130.0 32.0 0.0086 66.78 0.1701 1326.45 1155.84 237.39 0.0304135.0 31.1 0.0083 67.30 0.1650 1336.70 1159.53 244.47 0.0302140.0 30.2 0.0081 67.80 0.1603 1346.62 1162.88 251.53 0.0299145.0 29.4 0.0078 68.28 0.1559 1356.21 1165.92 258.58 0.0297150.0 28.6 0.0076 68.75 0.1517 1365.52 1168.66 265.61 0.0295155.0 27.8 0.0074 69.21 0.1478 1374.55 1171.13 272.62 0.0293160.0 27.1 0.0073 69.65 0.1441 1383.31 1173.33 279.63 0.0291165.0 26.5 0.0071 70.08 0.1406 1391.84 1175.30 286.62 0.0290170.0 25.9 0.0069 70.49 0.1373 1400.14 1177.04 293.60 0.0288175.0 25.3 0.0068 70.90 0.1341 1408.22 1178.56 300.57 0.0286180.0 24.7 0.0066 71.30 0.1311 1416.10 1179.88 307.53 0.0285185.0 24.2 0.0065 71.69 0.1283 1423.79 1181.00 314.47 0.0283190.0 23.7 0.0063 72.06 0.1256 1431.30 1181.94 321.41 0.0282195.0 23.2 0.0062 72.43 0.1230 1438.63 1182.71 328.35 0.0281200.0 22.7 0.0061 72.79 0.1205 1445.79 1183.32 335.27 0.0279205.0 22.3 0.0059 73.15 0.1181 1452.80 1183.77 342.18 0.0278210.0 21.8 0.0058 73.49 0.1158 1459.66 1184.07 349.09 0.0277215.0 21.4 0.0057 73.83 0.1137 1466.38 1184.22 355.99 0.0276220.0 21.0 0.0056 74.16 0.1116 1472.96 1184.24 362.88 0.0275225.0 20.6 0.0055 74.49 0.1096 1479.42 1184.13 369.77 0.0274230.0 20.3 0.0054 74.80 0.1077 1485.74 1183.90 376.65 0.0273235.0 19.9 0.0053 75.12 0.1058 1491.95 1183.54 383.52 0.0272240.0 19.6 0.0052 75.42 0.1040 1498.04 1183.07 390.39 0.0271245.0 19.3 0.0052 75.72 0.1023 1504.03 1182.50 397.26 0.0270250.0 19.0 0.0051 76.02 0.1007 1509.90 1181.81 404.11 0.0269255.0 18.7 0.0050 76.31 0.0991 1515.68 1181.02 410.97 0.0269260.0 18.4 0.0049 76.60 0.0975 1521.36 1180.14 417.81 0.0268265.0 18.1 0.0048 76.88 0.0960 1526.94 1179.16 424.66 0.0267270.0 17.8 0.0048 77.15 0.0946 1532.43 1178.09 431.50 0.0266275.0 17.6 0.0047 77.43 0.0932 1537.84 1176.93 438.33 0.0266280.0 17.3 0.0046 77.69 0.0919 1543.16 1175.69 445.16 0.0265285.0 17.1 0.0046 77.96 0.0905 1548.39 1174.37 451.99 0.0264290.0 16.8 0.0045 78.22 0.0893 1553.55 1172.96 458.81 0.0264295.0 16.6 0.0044 78.47 0.0881 1558.64 1171.49 465.62 0.0263300.0 16.4 0.0044 78.73 0.0869 1563.64 1169.93 472.44 0.0262305.0 16.1 0.0043 78.97 0.0857 1568.58 1168.31 479.25 0.0262310.0 15.9 0.0043 79.22 0.0846 1573.45 1166.61 486.06 0.0261315.0 15.7 0.0042 79.46 0.0835 1578.25 1164.85 492.86 0.0261320.0 15.5 0.0042 79.70 0.0824 1582.98 1163.02 499.66 0.0260325.0 15.3 0.0041 79.94 0.0814 1587.65 1161.13 506.46 0.0260330.0 15.2 0.0040 80.17 0.0804 1592.26 1159.18 513.25 0.0259335.0 15.0 0.0040 80.40 0.0794 1596.81 1157.17 520.04 0.0259340.0 14.8 0.0040 80.62 0.0785 1601.30 1155.10 526.83 0.0258345.0 14.6 0.0039 80.85 0.0776 1605.74 1152.97 533.62 0.0258350.0 14.4 0.0039 81.07 0.0767 1610.12 1150.79 540.40 0.0257355.0 14.3 0.0038 81.28 0.0758 1614.45 1148.55 547.18 0.0257360.0 14.1 0.0038 81.50 0.0749 1618.72 1146.27 553.95 0.0256365.0 14.0 0.0037 81.71 0.0741 1622.95 1143.93 560.73 0.0256370.0 13.8 0.0037 81.92 0.0733 1627.12 1141.54 567.50 0.0256375.0 13.7 0.0037 82.13 0.0725 1631.25 1139.11 574.27 0.0255380.0 13.5 0.0036 82.34 0.0717 1635.33 1136.63 581.04 0.0255385.0 13.4 0.0036 82.54 0.0710 1639.36 1134.10 587.80 0.0254390.0 13.2 0.0035 82.74 0.0702 1643.35 1131.53 594.57 0.0254395.0 13.1 0.0035 82.94 0.0695 1647.30 1128.91 601.33 0.0254400.0 13.0 0.0035 83.13 0.0688 1651.20 1126.25 608.08 0.0253405.0 12.8 0.0034 83.33 0.0681 1655.06 1123.55 614.84 0.0253410.0 12.7 0.0034 83.52 0.0674 1658.89 1120.81 621.60 0.0253415.0 12.6 0.0034 83.71 0.0668 1662.67 1118.03 628.35 0.0252420.0 12.5 0.0033 83.90 0.0661 1666.41 1115.21 635.10 0.0252425.0 12.3 0.0033 84.09 0.0655 1670.12 1112.36 641.85 0.0252430.0 12.2 0.0033 84.27 0.0649 1673.79 1109.46 648.59 0.0251435.0 12.1 0.0032 84.45 0.0643 1677.42 1106.54 655.34 0.0251440.0 12.0 0.0032 84.64 0.0637 1681.02 1103.57 662.08 0.0251445.0 11.9 0.0032 84.82 0.0631 1684.58 1100.57 668.82 0.0250450.0 11.8 0.0031 84.99 0.0625 1688.11 1097.54 675.56 0.0250455.0 11.7 0.0031 85.17 0.0620 1691.60 1094.47 682.30 0.0250460.0 11.6 0.0031 85.34 0.0614 1695.06 1091.37 689.04 0.0250465.0 11.5 0.0031 85.52 0.0609 1698.49 1088.24 695.77 0.0249470.0 11.4 0.0030 85.69 0.0604 1701.89 1085.08 702.50 0.0249475.0 11.3 0.0030 85.86 0.0598 1705.26 1081.89 709.23 0.0249480.0 11.2 0.0030 86.02 0.0593 1708.60 1078.66 715.96 0.0249485.0 11.1 0.0030 86.19 0.0588 1711.91 1075.41 722.69 0.0248
Controlled Land Area
Site Flow and Storage Summary99 King Street West, Bowmanville
File No. NT15-047Date: August 2017
Uncontrolled Land Area
Modified Rational Method - Hundred Year Storm - Chicago To North (King St Ditch)
Drainage Areas Sheet drain to King StreetArea (A4) = 0.370 ha
"C" = 0.26AC1= 0.10
Tc = 15.0 minTime Increment = 5.0 min
100-Year Chicago Design Storma= 1778.00c= 0.82
I = A/(T+4)c
(1) (2) (3) (4)Time Rainfall Storm Runoff
IntensityRunoff
(A1 Post)Volume
(A1 Post)
(min) (mm/hr) (m3/s) (m3)
(3) = [(2)*AC1] / 360 (4) = (1)*(3)*6015.0 159.0 0.0425 38.2420.0 131.3 0.0351 42.0925.0 112.4 0.0300 45.0530.0 98.7 0.0264 47.4535.0 88.2 0.0236 49.4740.0 79.9 0.0213 51.2145.0 73.1 0.0195 52.7550.0 67.5 0.0180 54.1255.0 62.8 0.0168 55.3660.0 58.7 0.0157 56.5065.0 55.2 0.0148 57.5570.0 52.1 0.0139 58.5275.0 49.4 0.0132 59.4280.0 47.0 0.0126 60.2785.0 44.8 0.0120 61.0890.0 42.9 0.0115 61.8395.0 41.1 0.0110 62.55100.0 39.4 0.0105 63.24105.0 38.0 0.0101 63.89110.0 36.6 0.0098 64.52115.0 35.3 0.0094 65.12120.0 34.1 0.0091 65.69125.0 33.1 0.0088 66.25130.0 32.0 0.0086 66.78135.0 31.1 0.0083 67.30140.0 30.2 0.0081 67.80145.0 29.4 0.0078 68.28150.0 28.6 0.0076 68.75155.0 27.8 0.0074 69.21160.0 27.1 0.0073 69.65165.0 26.5 0.0071 70.08170.0 25.9 0.0069 70.49175.0 25.3 0.0068 70.90180.0 24.7 0.0066 71.30185.0 24.2 0.0065 71.69190.0 23.7 0.0063 72.06195.0 23.2 0.0062 72.43200.0 22.7 0.0061 72.79205.0 22.3 0.0059 73.15210.0 21.8 0.0058 73.49215.0 21.4 0.0057 73.83220.0 21.0 0.0056 74.16225.0 20.6 0.0055 74.49230.0 20.3 0.0054 74.80235.0 19.9 0.0053 75.12240.0 19.6 0.0052 75.42245.0 19.3 0.0052 75.72250.0 19.0 0.0051 76.02255.0 18.7 0.0050 76.31260.0 18.4 0.0049 76.60265.0 18.1 0.0048 76.88270.0 17.8 0.0048 77.15275.0 17.6 0.0047 77.43280.0 17.3 0.0046 77.69285.0 17.1 0.0046 77.96290.0 16.8 0.0045 78.22295.0 16.6 0.0044 78.47300.0 16.4 0.0044 78.73305.0 16.1 0.0043 78.97310.0 15.9 0.0043 79.22315.0 15.7 0.0042 79.46320.0 15.5 0.0042 79.70325.0 15.3 0.0041 79.94330.0 15.2 0.0040 80.17335.0 15.0 0.0040 80.40340.0 14.8 0.0040 80.62345.0 14.6 0.0039 80.85350.0 14.4 0.0039 81.07355.0 14.3 0.0038 81.28360.0 14.1 0.0038 81.50365.0 14.0 0.0037 81.71370.0 13.8 0.0037 81.92375.0 13.7 0.0037 82.13380.0 13.5 0.0036 82.34385.0 13.4 0.0036 82.54390.0 13.2 0.0035 82.74395.0 13.1 0.0035 82.94400.0 13.0 0.0035 83.13405.0 12.8 0.0034 83.33410.0 12.7 0.0034 83.52415.0 12.6 0.0034 83.71420.0 12.5 0.0033 83.90425.0 12.3 0.0033 84.09430.0 12.2 0.0033 84.27435.0 12.1 0.0032 84.45440.0 12.0 0.0032 84.64445.0 11.9 0.0032 84.82450.0 11.8 0.0031 84.99455.0 11.7 0.0031 85.17460.0 11.6 0.0031 85.34465.0 11.5 0.0031 85.52470.0 11.4 0.0030 85.69475.0 11.3 0.0030 85.86480.0 11.2 0.0030 86.02485.0 11.1 0.0030 86.19
Site Flow and Storage Summary99 King Street West, Bowmanville
File No. NT15-047Date: August 2017
Uncontrolled Land Area
Sheet:1 of 1
STORM SEWER DESIGN
MUNICIPALITY OF CLARINGTON JOB No. NT15-047
DESIGN STORM : SUBDIVISION King Condominium ResidencesI (2-YEAR): 1778/((Tc+13) I (5-YEAR): 2464/(Tc+16) I (100-YEAR): 2031.46/((Tc+6.01)^0.857) DESIGNED BY: JFK
Tc (start): 10.00 min. Tc (start): 15.00 min. Tc (start): 15.00 min. CHECKED BY: JFKDATE: August 8, 2017
SUBMISSION:
LOCATION MANHOLE A Total R Accum. AxR Accum. AxR Accum. AxR I I I q m3/s q m3/s q m3/s q m3/s STORM SEWER DESIGN INFORMATION TIMEFROM TO area area runoff AxR (2-YR) (5-YR) (100-YR) 2-YR 5-YR 100-YR (2-YR) (5-YR) (100-YR) Total size slope length Q full V full SECT. CUM. capacity (%)
(ha) (ha) coeff. (mm/hr) (mm/hr) (mm/hr) Σ (q 2, q 5, q 100) (mm) (%) (m) (m3/s) (m/s) (min.) (min.)
Initial TC= 15.00
Old Highway No 2 STM MH1 STM MH2 0.19 0.55 0.1045 79.48 0.0231 0.0231 300 0.32 30.09 0.057 0.782 0.64 15.64 40.4%
Old Highway No 2 STM MH2 STM MH22A 0.07 0.45 0.0315 77.87 0.0068 0.0299 300 0.49 32.35 0.071 0.968 0.56 16.20 42.2%
Old Highway No 2 B03-169 B03-157 0.00 0.00 0.0000 76.53 0.0000 0.0299 300 0.94 44.20 0.098 1.341 0.55 16.75 30.5%
Old Highway No 2 B03-157 B03-151 0.21 0.55 0.1155 75.24 0.0241 0.0540 375 0.47 82.60 0.125 1.100 1.25 18.00 43.1%
*Easement from CP Rail B03-149 B03-151 4.65 0.30 1.3950 72.47 0.2808 0.2808 450 0.84 64.10 0.272 1.660 0.64 17.39 103.1%
Old Highway No 2 B03-151 B03-153 0.15 0.55 0.0825 73.79 0.0169 0.3518 450 1.90 55.20 0.410 2.497 0.37 17.76 85.9%
McCrimmon Crescent B03-153 B03-147 0.10 0.55 0.0545 72.99 0.0110 0.3628 525 1.92 71.90 0.620 2.781 0.43 18.19 58.5%
C:\external backup\Nextrans\Bowmanville King Street\FSR\3rd Submission\App B\Bowmanville Stm Des Pipes 2
Sheet:1 of 1
STORM SEWER DESIGN
MUNICIPALITY OF CLARINGTON JOB No. NT15-047
DESIGN STORM : SUBDIVISION King Condominium ResidencesI (2-YEAR): 1778/((Tc+13) I (5-YEAR): 2464/(Tc+16) I (100-YEAR): 1770/((Tc+4)^0.820) DESIGNED BY: JFK
Tc (start): 10.00 min. Tc (start): 15.00 min. Tc (start): 15.00 min. CHECKED BY: JFKDATE: August 8, 2017
SUBMISSION:
LOCATION MANHOLE A Total R Accum. AxR Accum. AxR Accum. AxR I I I q m3/s q m3/s q m3/s q m3/s STORM SEWER DESIGN INFORMATION TIMEFROM TO area area runoff AxR (2-YR) (5-YR) (100-YR) 2-YR 5-YR 100-YR (2-YR) (5-YR) (100-YR) Total size slope length Q full V full SECT. CUM. capacity (%)
(ha) (ha) coeff. (mm/hr) (mm/hr) (mm/hr) Σ (q 2, q 5, q 100) (mm) (%) (m) (m3/s) (m/s) (min.) (min.)
Initial TC= 15.00
Site (New) Tank STC 4000 0.022 0.0219 300 1.00 5.0 0.101 1.383 0.06 15.06 21.6%
Site (New) STC 4000 MH2A 0.0219 300 1.00 117.1 0.101 1.383 1.41 16.47 21.6%
Site (New) MH2A STM CMH 0.0219 300 1.00 29.6 0.101 1.383 0.36 16.83 21.6%
Site (New) STM CMH MH1A 0.0219 300 1.00 8.7 0.101 1.383 0.10 16.93 21.6%
New Municipal Sewer MH1A STM MH1 0.0219 375 0.40 60.7 0.116 1.015 1.00 17.93 18.9%
Old Highway No 2 STM MH1 STM MH2 0.19 0.55 0.1045 79.48 0.0231 0.0449 300 0.32 30.09 0.057 0.782 0.64 18.57 78.6%
Old Highway No 2 STM MH2 STM MH22A 0.07 0.45 0.0315 71.27 0.0062 0.0512 300 0.49 32.35 0.071 0.968 0.56 19.13 72.3%
Old Highway No 2 B03-169 B03-157 0.00 0.00 0.0000 70.14 0.0000 0.0512 300 0.94 44.20 0.098 1.341 0.55 19.68 52.2%
Old Highway No 2 B03-157 B03-151 0.21 0.55 0.1155 69.06 0.0222 0.0733 375 0.47 82.60 0.125 1.100 1.25 20.93 58.5%
*Easement from CP Rail B03-149 B03-151 2.44 0.30 0.7311 66.72 0.1355 0.1355 450 0.84 64.10 0.272 1.660 0.64 20.32 49.8%
Old Highway No 2 B03-151 B03-153 0.15 0.55 0.0825 67.84 0.0155 0.2244 450 1.90 55.20 0.410 2.497 0.37 20.69 54.8%
McCrimmon Crescent B03-153 B03-147 0.10 0.55 0.0545 67.16 0.0102 0.2345 525 1.92 71.90 0.620 2.781 0.43 21.12 37.8%
*Removed 21,094 m2
C:\external backup\Nextrans\Bowmanville King Street\FSR\3rd Submission\App B\Bowmanville Stm Des Pipes 2
Stormwater Storage Orifice Equation
Orifice Tube = 0.80Orifice Plate = 0.60
Storm EventOrifice
CoefficientHead at Centroid
Head Surface Ponding Total Head
Diameter of Orifice
Maximum Area of Orifice
Release Rate
(m) (m) (m) (mm) (m2) (L/s)100 year Chicago 0.60 0.75 0.00 0.75 110.0 0.010 21.87
Area Drain Orifice CalculationStormwater Storage
99 King Street West, BowmanvilleFile No. NT15-047
Date: August 2017
hgACQ 2
All AreasArea(ha)
Uncontrolled 72% 0.740 26% 18.6%
Controlled to STC 4000
83% 2.123 74% 61.5%
*Discrepancies between areas and percentages are due to rounding.
80.2%Total 2.863 100.0%
Prepared By: Jolene Koch, P.Eng. Date: August 2017
Surface Effective TSS Removal% Area of
Site*Overall TSS
Removal
File No. NT15-047
Water Quality Calculations
99 King Street West, Bowmanville
1
Stormceptor Sizing Detailed ReportPCSWMM for Stormceptor
Project InformationDate 8/9/2017
Project Name King Condominium Residences
Project Number NT15-047
Location Bowmanville, ON
Stormwater Quality Objective
This report outlines how Stormceptor System can achieve a defined water quality objective through theremoval of total suspended solids (TSS). Attached to this report is the Stormceptor Sizing Summary.
Stormceptor System Recommendation
The Stormceptor System model STC 4000 achieves the water quality objective removing 83% TSS for aCLOCA (clay, silt and sand) particle size distribution and 91% runoff volume.
The Stormceptor System
The Stormceptor oil and sediment separator is sized to treat stormwater runoff by removing pollutantsthrough gravity separation and flotation. Stormceptor’s patented design generates positive TSS removalfor all rainfall events, including large storms. Significant levels of pollutants such as heavy metals, free oilsand nutrients are prevented from entering natural water resources and the re-suspension of previouslycaptured sediment (scour) does not occur.
Stormceptor provides a high level of TSS removal for small frequent storm events that represent themajority of annual rainfall volume and pollutant load. Positive treatment continues for large infrequentevents, however, such events have little impact on the average annual TSS removal as they represent asmall percentage of the total runoff volume and pollutant load.
Stormceptor is the only oil and sediment separator on the market sized to remove TSS for a wide range ofparticle sizes, including fine sediments (clays and silts), that are often overlooked in the design of otherstormwater treatment devices.
2
Small storms dominate hydrologic activity, US EPA reports
“Early efforts in stormwater management focused on flood events ranging from the 2-yrto the 100-yr storm. Increasingly stormwater professionals have come to realize thatsmall storms (i.e. < 1 in. rainfall) dominate watershed hydrologic parameters typicallyassociated with water quality management issues and BMP design. These small stormsare responsible for most annual urban runoff and groundwater recharge. Likewise, withthe exception of eroded sediment, they are responsible for most pollutant washoff fromurban surfaces. Therefore, the small storms are of most concern for the stormwatermanagement objectives of ground water recharge, water quality resource protection andthermal impacts control.”
“Most rainfall events are much smaller than design storms used for urban drainagemodels. In any given area, most frequently recurrent rainfall events are small (less than 1in. of daily rainfall).”
“Continuous simulation offers possibilities for designing and managing BMPs on anindividual site-by-site basis that are not provided by other widely used simpler analysismethods. Therefore its application and use should be encouraged.”
– US EPA Stormwater Best Management Practice Design Guide, Volume 1 – GeneralConsiderations, 2004
Design Methodology
Each Stormceptor system is sized using PCSWMM for Stormceptor, a continuous simulation model basedon US EPA SWMM. The program calculates hydrology from up-to-date local historical rainfall data andspecified site parameters. With US EPA SWMM’s precision, every Stormceptor unit is designed toachieve a defined water quality objective.
The TSS removal data presented follows US EPA guidelines to reduce the average annual TSS load.Stormceptor’s unit process for TSS removal is settling. The settling model calculates TSS removal byanalyzing (summary of analysis presented in Appendix 2):
Site parameters Continuous historical rainfall, including duration, distribution, peaks (Figure 1) Interevent periods Particle size distribution Particle settling velocities (Stokes Law, corrected for drag) TSS load (Figure 2) Detention time of the system
The Stormceptor System maintains continuous positive TSS removal for all influent flow rates. Figure 3illustrates the continuous treatment by Stormceptor throughout the full range of storm events analyzed. Itis clear that large events do not significantly impact the average annual TSS removal. There is no declinein cumulative TSS removal, indicating scour does not occur as the flow rate increases.
3
Figure 1. Runoff Volume by Flow Rate for TORONTO CENTRAL – ON 100, 1982 to 1999 for 2.123ha, 88% impervious. Small frequent storm events represent the majority of annual rainfall volume. Largeinfrequent events have little impact on the average annual TSS removal, as they represent a smallpercentage of the total annual volume of runoff.
Figure 2. Long Term Pollutant Load by Flow Rate for TORONTO CENTRAL – 100, 1982 to 1999 for2.123 ha, 88% impervious. The majority of the annual pollutant load is transported by small frequentstorm events. Conversely, large infrequent events carry an insignificant percentage of the total annualpollutant load.
4
Stormceptor ModelTSS Removal (%)
STC 400083
Drainage Area (ha)Impervious (%)
2.12388
Figure 3. Cumulative TSS Removal by Flow Rate for TORONTO CENTRAL – 100, 1982 to 1999.Stormceptor continuously removes TSS throughout the full range of storm events analyzed. Note thatlarge events do not significantly impact the average annual TSS removal. Therefore no decline incumulative TSS removal indicates scour does not occur as the flow rate increases.
5
Appendix 1Stormceptor Design Summary
Project InformationDate 8/9/2017Project Name King Condominium Residences
Project Number NT15-047
Location Bowmanville, ON
Designer InformationCompany NexTrans Engineering
Contact Jolene Koch, P.Eng.
Rainfall
Name TORONTO CENTRAL
State ON
ID 100
Years of Records 1982 to 1999
Latitude 45°30'N
Longitude 90°30'W
Notes
N/A
Water Quality Objective
TSS Removal (%) 80
Runoff Volume (%) 90
Drainage Area
Total Area (ha) 2.123
Imperviousness (%) 88
The Stormceptor System model STC 4000 achievesthe water quality objective removing 83% TSS for aCLOCA (clay, silt and sand) particle size distributionand 91% runoff volume.
Upstream StorageStorage Discharge(ha-m) (L/s)
0 0
Stormceptor Sizing Summary
Stormceptor ModelTSS Removal Runoff Volume
% %STC 300 60 53STC 750 72 75STC 1000 72 75STC 1500 73 75STC 2000 79 84STC 3000 79 84STC 4000 83 91STC 5000 84 91STC 6000 86 94STC 9000 89 96STC 10000 89 96STC 14000 92 98
6
Particle Size DistributionRemoving silt particles from runoff ensures that the majority of the pollutants, such as hydrocarbons and heavymetals that adhere to fine particles, are not discharged into our natural water courses. The table below lists theparticle size distribution used to define the annual TSS removal.
CLOCA (clay, silt and sand)
Particle Size DistributionSpecificGravity
SettlingVelocity
Particle Size DistributionSpecificGravity
SettlingVelocity
µm % m/s µm % m/s850 3.3 2.65 0.1465 50 3.9 2.65 0.0022425 23.4 2.65 0.0698 36 2.6 2.65 0.0012300 17.5 2.65 0.0439 22 1.3 2.65 0.0004250 6.5 2.65 0.0335 12 1.9 2.65 0.0004212 6.5 2.65 0.0259 9 0 2.65 0.0004150 11.7 2.65 0.0145 6.5 1.3 2.65 0.0004125 5.2 2.65 0.0105 3 1.3 2.65 0.0004100 3.9 2.65 0.0070 1.5 1.3 2.65 0.000475 3.9 2.65 0.0040 1 4.5 2.65 0.0004
Stormceptor Design Notes
Stormceptor performance estimates are based on simulations using PCSWMM for Stormceptor version 1.0
Design estimates listed are only representative of specific project requirements based on total suspendedsolids (TSS) removal.
Only the STC 300 is adaptable to function with a catch basin inlet and/or inline pipes.
Only the Stormceptor models STC 750 to STC 6000 may accommodate multiple inlet pipes.
Inlet and outlet invert elevation differences are as follows:
Inlet and Outlet Pipe Invert Elevations Differences
Inlet Pipe Configuration STC 300STC 750 toSTC 6000
STC 9000 toSTC 14000
Single inlet pipe 75 mm 25 mm 75 mm
Multiple inlet pipes 75 mm 75 mmOnly one inlet
pipe.
Design estimates are based on stable site conditions only, after construction is completed.
Design estimates assume that the storm drain is not submerged during zero flows. For submergedapplications, please contact your local Stormceptor representative.
Design estimates may be modified for specific spills controls. Please contact your local Stormceptorrepresentative for further assistance.
For pricing inquiries or assistance, please contact Imbrium Systems Inc., 1-800-565-4801.
7
Appendix 2Summary of Design Assumptions
SITE DETAILS
Site Drainage Area
Total Area (ha) 2.123 Imperviousness (%) 88
Surface Characteristics
Width (m) 291.4104
Slope (%) 2
Impervious Depression Storage (mm) 0.508
Pervious Depression Storage (mm) 5.08
Impervious Manning’s n 0.015
Pervious Manning's n 0.25
Maintenance FrequencySediment build-up reduces the storage volume forsedimentation. Frequency of maintenance isassumed for TSS removal calculations.
Maintenance Frequency (months) 12
Infiltration Parameters
Horton’s equation is used to estimate infiltration
Max. Infiltration Rate (mm/h) 61.98
Min. Infiltration Rate (mm/h) 10.16
Decay Rate (s-1) 0.00055
Regeneration Rate (s-1) 0.01
Evaporation
Daily Evaporation Rate (mm/day) 2.54
Dry Weather FlowDry Weather Flow (L/s) No
Upstream Attenuation
Stage-storage and stage-discharge relationship used to model attenuation upstream of the Stormceptor Systemis identified in the table below.
Storage Dischargeha-m L/s
0 0
8
PARTICLE SIZE DISTRIBUTION
Particle Size Distribution
Removing fine particles from runoff ensures the majority of pollutants, such as heavy metals, hydrocarbons, free oilsand nutrients are not discharged into natural water resources. The table below identifies the particle size distributionselected to define TSS removal for the design of the Stormceptor System.
CLOCA (clay, silt and sand)
Particle Size DistributionSpecificGravity
SettlingVelocity
Particle Size DistributionSpecificGravity
SettlingVelocity
µm % m/s µm % m/s850 3.3 2.65 0.1465 50 3.9 2.65 0.0022425 23.4 2.65 0.0698 36 2.6 2.65 0.0012300 17.5 2.65 0.0439 22 1.3 2.65 0.0004250 6.5 2.65 0.0335 12 1.9 2.65 0.0004212 6.5 2.65 0.0259 9 0 2.65 0.0004150 11.7 2.65 0.0145 6.5 1.3 2.65 0.0004125 5.2 2.65 0.0105 3 1.3 2.65 0.0004100 3.9 2.65 0.0070 1.5 1.3 2.65 0.000475 3.9 2.65 0.0040 1 4.5 2.65 0.0004
Figure 1. PCSWMM for Stormceptor standard design grain size distributions.
9
TSS LOADINGTSS Loading ParametersTSS Loading Function Buildup / Washoff
ParametersTarget Event Mean Concentration(EMC) (mg/L)
125
Exponential Buildup Power 0.4
Exponential Washoff Exponential 0.2
HYDROLOGY ANALYSISPCSWMM for Stormceptor calculates annual hydrology with the US EPA SWMM and local continuous historicalrainfall data. Performance calculations of the Stormceptor System are based on the average annual removal ofTSS for the selected site parameters. The Stormceptor System is engineered to capture fine particles (silts andsands) by focusing on average annual runoff volume ensuring positive removal efficiency is maintained during allrainfall events, while preventing the opportunity for negative removal efficiency (scour).
Smaller recurring storms account for the majority of rainfall events and average annual runoff volume, as observedin the historical rainfall data analyses presented in this section.
Rainfall StationRainfall Station TORONTO CENTRAL
Rainfall File Name ON100.NDC Total Number of Events 3020
Latitude 45°30'N Total Rainfall (mm) 13190.7
Longitude 90°30'W Average Annual Rainfall (mm) 732.8
Elevation (m) Total Evaporation (mm) 1239.5
Rainfall Period of Record (y) 18 Total Infiltration (mm) 1575.5
Total Rainfall Period (y) 18Percentage of Rainfall that isRunoff (%)
79.1
10
Rainfall Event Analysis
Rainfall Depth No. of EventsPercentage ofTotal Events
Total VolumePercentage ofAnnual Volume
mm % mm %6.35 2398 79.4 3626 27.5
12.70 346 11.5 3182 24.1
19.05 130 4.3 2037 15.4
25.40 66 2.2 1432 10.9
31.75 38 1.3 1075 8.2
38.10 16 0.5 545 4.1
44.45 7 0.2 292 2.2
50.80 13 0.4 611 4.6
57.15 2 0.1 106 0.8
63.50 2 0.1 121 0.9
69.85 0 0.0 0 0.0
76.20 0 0.0 0 0.0
82.55 1 0.0 79 0.6
88.90 1 0.0 85 0.6
95.25 0 0.0 0 0.0
101.60 0 0.0 0 0.0
107.95 0 0.0 0 0.0
114.30 0 0.0 0 0.0
120.65 0 0.0 0 0.0
127.00 0 0.0 0 0.0
133.35 0 0.0 0 0.0
139.70 0 0.0 0 0.0
146.05 0 0.0 0 0.0
152.40 0 0.0 0 0.0
158.75 0 0.0 0 0.0
165.10 0 0.0 0 0.0
171.45 0 0.0 0 0.0
177.80 0 0.0 0 0.0
184.15 0 0.0 0 0.0
190.50 0 0.0 0 0.0
196.85 0 0.0 0 0.0
203.20 0 0.0 0 0.0
209.55 0 0.0 0 0.0
>209.55 0 0.0 0 0.0
11
Pollutograph
Flow Rate Cumulative Mass
L/s %1 37.24 64.29 81.516 90.125 94.136 96.249 97.564 98.381 98.8
100 99.2121 99.5144 99.6169 99.7196 99.8225 99.9256 99.9289 99.9324 100.0361 100.0400 100.0441 100.0484 100.0529 100.0576 100.0625 100.0676 100.0729 100.0784 100.0841 100.0900 100.0
12
Cumulative Runoff Volume by Runoff Rate
Runoff Rate Runoff VolumeCumulative
Runoff VolumeL/s m³ %
1 27067 12.24 77489 35.09 125636 56.7
16 159411 71.925 180323 81.436 192771 87.049 200837 90.664 206197 93.181 210029 94.8
100 212864 96.1121 215003 97.0144 216599 97.7169 217786 98.3196 218707 98.7225 219389 99.0256 219909 99.2289 220300 99.4324 220545 99.5361 220678 99.6400 220785 99.6441 220859 99.7484 220929 99.7529 220997 99.7576 221063 99.8625 221111 99.8676 221157 99.8729 221205 99.8784 221254 99.8841 221306 99.9900 221359 99.9
APPENDIX C
SANITARY DATA
q = average daily commercial flow (L/ha/day) 180,000 Q (p) = peak population flow (L/s)
q = average daily per capita flow (L/cap/day) 364 L/day/person -residential Q (I) = peak extraneous flow (L/s)
I = unit of peak extraneous flow Q (C) = peak flow from commercial area (L/s) Q(I) = IA (L/s) where I = 22.5 m3/ha/day, and A = gross area (ha)
M = peaking factor (residential) Q(C) = based on Y L/p/day - residential equivalent (see below)
M = 1 + 14/(4+P^.5) where P = population in 1000's Q(d) = Q(p) + Q(I) + Q(C)
PEAK FACTOR TOTAL PEAKRESIDENTIAL COMMERCIAL RESIDENTIAL INDIVIDUAL COMMERCIAL CUMULATIVE RESIDENTIAL INFILTRATION COMMERCIAL DESIGN FLOW LENGTH PIPE TYPE OF GRADE CAPACITY % of DESIGN
P FLOOR AREA M A(I) A(C) Q (p) Q (I) Q (C) Q(d) SIZE PIPE n = 0.013 CAPACITY(persons) (Ha) (dimensionless) (hectares) (hectares) (hectares) (L/s) (L/s) (L/s) (L/s) (m) (mm) (%) (L/s) (%)
column number 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19
Conection to Sanitary
Site Stub MH3 847.5 0.13 3.8 2.87 2.87 13.6 0.75 0.28 14.59 18.9 250 PVC 1.0 % 59.5 24.5%
Site MH3 MH2 14.59 92.6 250 PVC 2.0 % 84.1 17.3%
Site MH2 SAN CMH 14.59 46.1 250 PVC 2.0 % 84.1 17.3%
Site SAN CMH MH1 14.6 10.5 250 PVC 2.0 % 84.1 17.3%
Sanitary Crossing CPR MH1 EXMH 14.59 67.0 375 CONC .4 % 110.9 13.2%
1 Bedroom Units = 201 215 units @ 1.5 persons/units = 322.5 persons
2 Bedroom Units = 223 210 units @ 2.5 persons per unit = 525.0 personsTotal = 847.5 persons
Indoor Amentity space = 1,336 m2
STREET FROM TO
Municipality of Clarington, Region of Durham
SANITARY SEWER DESIGN SHEET AND FLOWS99 King Street West
Q(p) = PqM/86.4 (L/s)
Q (d) = peak design flow (L/s)
LOCATIONP O P U L A T I O N
A R E A F L O W S ( C U M U L A T I V E ) PROPOSED SEWER
INFILTRATION
Proposed Residential Development PROJECT:
Date: August 2017 99 King Street WestDesign: Jolene Koch, P. Eng.
Sheet 1 OF 1File NT15-047
99 King Street West, Bowmanville
Municipality of Clarington
APPENDIX D
WATER DATA
99 King Street WestBowmanville, ON
August 2017 Site Components 1 BDRM 2 BDRM Amenity Space
File # NT15-047 No. of units 215 210Nextrans Engineering People per unit 1.5 2.5
Prepared by: Jolene Koch, P.Eng. GFA 1,336 sq m
Residential Residential
Unit Quantity Determination
Volume (L) UnitsResidential Occupancies
1. Apartments, Condominiums, Other Multi-family Dwellings191 L/person/day 323 525 - - - -
2. Hotels and Motels (excluding bars and restaurants), b) Resort hotel, cottage500 L/person/day - - - - - -
Other Occupancies3. Shopping Centre (excluding food and laundry)
5 L/1.0 m2/day - - 1,336 - - -
4. Office Building75 L/9.3 m2/day - - - - - -
5. Barber Shop/Beauty Salon650 L/chair/day - - - - - -
5. Commercial or Retail191 L/person/day - - - - - -
7. Specialty Commercial or Retail191 L/person/day - - - - - -
Water Usage DeterminationDaily Volume (L)
Residential Occupancies1. Apartments, Condominiums, Other Multi-family Dwellings
161,873 61,598 100,275 - - - -
2. Hotels and Motels (excluding bars and restaurants), b) Resort hotel, cottage- - - - - - -
Other Occupancies3. Shopping Centre (excluding food and laundry)
6,680 - - 6,680 - - -
4. Office Building- - - - - - -
5. Barber Shop/Beauty Salon- - - - - - -
6. Commercial or Retail- - - - - - -
7. Specialty Commercial or Retail- - - - - - -
Average day (L/d) 168,553 61,598 100,275 6,680Max. day (L/d) 294,967 107,796 175,481 11,690Min. hour (L/hr) 4,565 1,668 2,716 181Peak hour (L/hr) 18,400 6,724 10,947 729Peak hour (L/s) 5.1 1.9 3.0 0.2
Notes:1.
2.
DOMESTIC WATER USAGE CALCULATION SHEETBased on the Ontario Building Code, Part 8 "Sewage Systems", OBC Table 8.2.1.3.A and 8.2.1.3.B
Residential Occupancy Data
Other Occupancy Data
Description:
Peaking factors used as per MOECC (50,001 - 75,000 people): Min Hour 0.65; Peak Hour 2.62; Max Day 1.75.
Residential unit counts and indoor Amenity space areas are based on the project statistics prepared by Kohn Architects
99 King Street East, Bowmanville ON Municipality of Clarington Functional Servicing and Stormwater Management Report
NT15-047 (August 2017)
Fire Flow Requirement Calculation Worksheet: Buildings 1, 2 and 3
The following calculation is for the building 1 footprint on the site of 99 King Street East. The FUS requires that a minimum water supply source ‘F’ be provided at 140KPa. The minimum flow ‘F’ can be calculated as such:
A220CF where: F= Required fire flow in L/min C=Coefficient related to construction A=Total area in m2
OUTLINE OF PROCEDURE
Determining ‘C’ – Factor for Fire Resistive Construction: 6.0C
Determining ‘A’ – Floor Area:
For Fire Resistive Construction, the area shall be the total area of the largest floor plus 25% of the two immediately adjoining floors:
2
222
458,2A
7.638,1*25.07.638,1*25.07.638,1A
mmmm
Determining ‘F’:
L/min544,6F
2,458220(0.6)F
Reduction Factors:
21 **FF' ff where: f1 = Occupancy factor f2 = Sprinkler protection factor For low hazard occupancies, f1 = 0.75 Assuming that the units will be sprinklered f2 = 0.7
3,436L/minF'
7.0*0.75*544,6F'
Exposure Factors:
3F'*'F' f
where: f3 = Exposure factor not to exceed 75% One side at 0m to 3m @ 25% per side. The sum used for the exposure factor of f3 = 1.25:
Therefore, a minimum flow of approximately 5,000L/min (83 L/s) must be available at the nearest hydrant with a minimum pressure of 140KPa.
L/min295,4'F'
25.1*436,3'F'
99 King Street East, Bowmanville ON Municipality of Clarington Functional Servicing and Stormwater Management Report
NT15-047 (August 2017)
The following calculation is for the building 2 footprint on the site of 99 King Street East. The FUS requires that a minimum water supply source ‘F’ be provided at 140KPa. The minimum flow ‘F’ can be calculated as such:
A220CF where: F= Required fire flow in L/min C=Coefficient related to construction A=Total area in m2
OUTLINE OF PROCEDURE
Determining ‘C’ – Factor for Fire Resistive Construction: 6.0C
Determining ‘A’ – Floor Area:
For Fire Resistive Construction, the area shall be the total area of the largest floor plus 25% of the two immediately adjoining floors:
2
222
855,1A
5.236,1*25.05.236,1*25.05.236,1A
mmmm
Determining ‘F’:
L/min685,5F
1,855220(0.6)F
Reduction Factors:
21 **FF' ff where: f1 = Occupancy factor f2 = Sprinkler protection factor For low hazard occupancies, f1 = 0.75 Assuming that the units will be sprinklered f2 = 0.7
2,985L/minF'
7.0*0.75*685,5F'
Exposure Factors:
3F'*'F' f
where: f3 = Exposure factor not to exceed 75% Two sides at 0m to 3m @ 25% per side. The sum used for the exposure factor of f3 = 1.50:
Therefore, a minimum flow of approximately 5,000L/min (83 L/s) must be available at the nearest hydrant with a minimum pressure of 140KPa.
L/min477,4'F'
50.1*985,2'F'
99 King Street East, Bowmanville ON Municipality of Clarington Functional Servicing and Stormwater Management Report
NT15-047 (August 2017)
The following calculation is for the building 3 footprint on the site of 99 King Street East. The FUS requires that a minimum water supply source ‘F’ be provided at 140KPa. The minimum flow ‘F’ can be calculated as such:
A220CF where: F= Required fire flow in L/min C=Coefficient related to construction A=Total area in m2
OUTLINE OF PROCEDURE
Determining ‘C’ – Factor for Fire Resistive Construction: 6.0C
Determining ‘A’ – Floor Area:
For Fire Resistive Construction, the area shall be the total area of the largest floor plus 25% of the two immediately adjoining floors:
2
222
806,1A
2.204,1*25.02.204,1*25.02.204,1A
mmmm
Determining ‘F’:
L/min610,5F
1,806220(0.6)F
Reduction Factors:
21 **FF' ff where: f1 = Occupancy factor f2 = Sprinkler protection factor For low hazard occupancies, f1 = 0.75 Assuming that the units will be sprinklered f2 = 0.7
2,945L/minF'
7.0*0.75*610,5F'
Exposure Factors:
3F'*'F' f
where: f3 = Exposure factor not to exceed 75% One side at 0m to 3m @ 25% per side. The sum used for the exposure factor of f3 = 1.25:
Therefore, a minimum flow of approximately 4,000L/min (67 L/s) must be available at the nearest hydrant with a minimum pressure of 140KPa.
L/min682,3'F'
25.1*945,2'F'
G:\Misc\Fireflow\Martin Rd at King St W.xls
THE REGIONAL MUNICIPALITY OF DURHAM
WORKS DEPARTMENT
FLOW TEST SUMMARY AND RESULTS
Requested by: Gouled Osman Account No.:
Company: YYZED Project Management
Address: 8888 Keele Street, Unit 1 Telephone: 905-738-1226
Vaughan, L4K2N2 Email: [email protected]
Test Location: Martin Road at King Street West, Bowmanville
Municipality: Clarington
Date: 19-Aug-15 Time: 2:00 Conducted by: W. To
Flow Hydrant: A511
Monitoring Hydrant: A512
Nozzle Residual Pressure (p.s.i.) Pitot Guage Hydrant Elevations (ft.)
Size Flow Hydrant: 393.7
(in.) Static Hydrant: 378.94
STATIC 89.0 82.6 0.0 Difference: 14.76
1-1/2 84.0 77.6 75.0 481.3
1-3/4 81.0 74.6 75.0 655.1 Pressure Diff. (p.s.i.): 6.4
2-1/2 74.0 67.6 63.0 1111.2
2 x 2-1/2 68.0 61.6 45.0 1878.3
Comments:
Flow for 1-1/2 & 1-3/4 nozzle calculated using Discharge of smooth nozzles Results
Flow for 2-1/2 nozzle calculated using Discharge for circular outlets Static Pressure 82.6
Flow at 20 p.s.i. (I.g.p.m.): 3388
(approx.)
Checked by:
* Calculation based on gain/loss in pressure due to elevation difference between flow & monitoring hydrants
Field Reading @ Monitoring
Hydrant
Actual @ Flow Hydrant
(adjusted)*Pressure (p.s.i.) Flow (i.g.p.m.)
Disclaimer for Fire Flow Tests
While the Regional Municipality of Durham (hereinafter referred to as the "Region") makes every effort to ensure that the information contained herein is accurate and up to date, the Region shall not be held liable for improper or incorrect use of the data and information described and/or contained herein. The user must make his/her own determination as to its accuracy and suitability for the user’s own use. The data, information and related graphics contained herein are not legal documents and are not intended to be used as such. The user hereby recognizes that the information and data are dynamic and may change over time without notice. The Region makes no commitment to update the information or data contained herein. The user recognizes and acknowledges that the data and information provided by the Region was acquired by the Region for a specific purpose and this information may be inaccurate or unreliable if used for other purposes. The Region is not responsible for your use or reliance upon this information. The Region does not warrant or guarantee the results of the use of the information provided to you by the Region in terms of correctness, accuracy, reliability, completeness, usefulness, timeliness or otherwise. The entire risk as to the results of any information obtained from the Region is entirely assumed by the recipient.
CLB65
0.0
10.0
20.0
30.0
40.0
50.0
60.0
70.0
80.0
90.0
100.0
0 1000 2000 3000
RE
SID
UA
L P
RE
SS
UR
E (
P.S
.I.)
Hyd
. A
512
FLOW (I.G.P.M.) Hyd. A511
FIRE FLOW TEST (Graph of Residual Pressure vs. Hydrant Flow)
3388 igpm @ 20 psi
Location: Martin Rd at King St W Municipality: Bowmanville, Clarington Date: Aug. 19, 2015
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400 mm30
0 m
m
200
mm
150
mm
200 m
m
150 mm
300 mm
150 m
m
200 mm
150
mm
300
mm
300
mm
150
mm
150 mm
C30
C32
888
C29C28
A467
A477
A478
A511
A423
A424
A531
A421
A471
A528
A515
A419
A422
A495
A468
A514
A201
A418
A466
A420
A512
A517
A516
A527
A476
A513
A203
A465
A470 A202
A200
A199
A472
A469
A532
A518
A519
Stevens Road
King StreetRamp
Mar
tin R
oad
Reg
iona
l Rd
57
Wav
erle
y R
oad
Rho
nda
Bou
leva
rd
Regional Highway 2
Trewin Lane
Mun
day
Cou
rt
Pethick S
treet
Mcc
rim
mo
n C
resc
ent
Aspen Springs Drive
Uptown Avenue
King Street
³The Regional Municipality of DurhamWorks DepartmentWater Supply SystemThis map has been produced from a variety of sources.The Region of Durham does not make any representationsconcerning the accuracy, likely results, or reliability of the useof the materials. The Region hereby disclaims all representationsand warranties.(c) Terent Inc. and its suppliers. All rights reserved.May not be produced without permission. Not a plan of survey.
Fire Flow Test - Key PlanMartin Road at King Street West
Bowmanville Servicing Note:THIS MAP DEPICTS LOCAL PROXIMITY OF SERVICES ONLY.IT IS NOT TO BE USED TO DETERMINE INDIVIDUAL SITESERVICING AVAILABILITY OR AVAILABILITY OF CAPACITYWITHIN THE SYSTEM. FOR DETAILED SITE SERVICINGINFORMATION PLEASE CONTACT THE DEVELOPMENTAPPROVALS SECTION OF THE WORKS DEPARTMENT
0 30 60 90 12015
Meters
Flow Hydrant
Static Hydrant
APPENDIX E
DRAWINGS
115.00
F.F.E.
F.F.E.118.1
F.F.E.118.0
F.F.E.116.0
F.F.E.116.0
IN
V
.1
0
5
.9
5
DRIVEWAY ENTRANCE
40mm - HL3
50mm - HL8
150mm GRANULAR A
300mm GRANULAR B
BARRIER CURB AS PER C-302
EXISTING SIDEWALK AT ENTRANCE
LOCATION TO BE REMOVED AND
REPLACED WITH HEAVY DUTY WIRE
MESH REINFORCED CONCRETE.
V&B
V&B
H&V
H&V
H&V
750mm∅ STEEL LINER WITH9.5mm WALL THICKNESS(SEE DETAIL ON DWG PP-01)
PIT LOCATION
PIT LOCATION
E
X
IS
T
IN
G
3
0
0
m
m
Ø
W
A
T
E
R
M
A
IN
EXISTING 300mm Ø WATERMAIN
WATER VALVES TO BE
RESTRAINED AT THE
WATERMAIN TEE
WATER METER ROOM
LOCATED IN P1
100mm DOMESTIC WATER SERVICE
17.35m TO WATER METER ROOM
200mm FIRE SERVICE
17.99m TO WATER METER ROOM
IN
V
.1
0
6
.2
1
IN
V
.1
0
6
.0
0
INV
.106.8
0
INV
.107.7
2
IN
V
.1
1
0
.7
5
IN
V
.1
1
0
.8
9
INV
.110.9
0
INV
.111.2
0
IN
V
.1
0
7
.7
5
IN
V
.1
0
9
.6
0
INV.109.65INV.109.84
IN
V
.1
1
1
.2
0
IN
V
.1
1
2
.3
7
INV.112.40
INV.112.43
100x300
300 TEE
300x300
200 TEE
V&B
V&B
PRV
IN
V
.1
1
0
.8
0
IN
V
.1
1
2
.5
7
IN
V
.1
1
2
.7
0
IN
V
.1
1
2
.8
0
IN
V
.1
1
2
.7
1
I
N
V
.
1
1
2
.
7
1
INV.112.76
IN
V.105.95
750mm∅ STEEL LINER WITH9.5mm WALL THICKNESS(SEE DETAIL ON DWG PP-01)
PIT LOCATION
PIT LOCATION
INV.106.21
INV.106.00
IN
V
.1
0
6
.8
0
IN
V
.1
0
7
.7
2
9m EASEMENT
IN
V.110.75
INV.110.89
IN
V
.1
1
0
.9
0
IN
V
.1
1
1
.2
0
INV
.107.75
INV
.109.60
IN
V
.1
0
9
.6
5
IN
V
.1
0
9
.8
4
INV.111.20
INV.112.37
INV.112.40
INV.112.43
INV.110.80
IN
V.110.51
I
N
V
.
1
1
2
.
5
7
I
N
V
.
1
1
2
.
7
0
I
N
V
.
1
1
2
.
8
0
I
N
V
.
1
1
2
.
7
1
I
N
V
.
1
1
2
.
7
1
INV.112.76
JFK
CHECKED BY:
DESIGN BY:
KEY PLAN
1:500
SCALE:
PROJECT NO.
DRAWING NO.
DRAWN BY:
JFK
BM
SS-01
NT-15-047
DATE: AUG 05, 2015
PROPERTY LINE
PROPOSED STORM MANHOLE
PROPOSED SANITARY MANHOLE
PROPOSED AREA DRAIN
EXISTING STORM MANHOLE
EXISTING SANITARY MANHOLE
EXISTING CATCH BASIN
PROPOSED VALVE AND BOX
PROPOSED FIRE HYDRANT AND VALVE
PROPOSED SIAMESE CONNECTION
PROPOSED STORM
PROPOSED SANITARY
PROPOSED WATER
EXISTING SANITARY
EXISTING STORM
SITE
KING STREET WEST
MARTINROADHWY 57
STEVENS ROAD
WAVERLYROAD
KING STREET
WESTROENIGKDRIVE
CP RAIL
cm
cm
cm
cm
BUILDING 3
8 STOREYS
AMENITY
BLDG 2
2 STOREYS
BUILDING 2
12 STOREYS
BUILDING 1
12 STOREYS
AMENITY
BLDG 1
2 STOREYS
J.F.K.
CHECKED BY:
DESIGN BY:
1:500
SCALE:
PROJECT NO.
DRAWING NO.
DRAWN BY:
R.T.
NT-15-47
SG-01
DATE:
August 08, 2017
KEY PLAN
SITE
KING STREET WEST
MARTINROADHWY 57
STEVENS ROAD
WAVERLYROAD
KING STREET
WESTROENIGKDRIVE
CP RAIL
J.F.K.
0.00EX
E
X
IS
T
IN
G
3
0
0
m
m
Ø
W
A
T
E
R
M
A
IN
EXISTING 300mm Ø WATERMAIN
112.26EX
0.00EX
JFK
CHECKED BY:
DESIGN BY:
KEY PLAN
1:500
SCALE:
PROJECT NO.
DRAWING NO.
DRAWN BY:
JFK
BM
DAP-01
NT-15-047
DATE: AUG 05, 2015
SITE
KING STREET WEST
MARTINROADHWY 57
STEVENS ROAD
WAVERLYROAD
KING STREET
WESTROENIGKDRIVE
CP RAIL
RESPECTING ALL WORK IN THE MUNICIPAL RIGHT OF WAY, THE CONTRACTOR IS TO PROVIDE AT LEAST 48
HOURS PRIOR NOTICE TO MUNICIPAL ENGINEERING STAFF AT 905-623-3379.
A ROAD OCCUPANCY PERMIT WILL BE REQUIRED FOR ANY WORK DONE IN THE MUNICIPAL ROAD
ALLOWANCE. EXCAVATION OF THE ROAD SURFACE IS NOT PERMITTED BETWEEN DECEMBER 1ST
AND APRIL 30TH.
ALL RESTORATION OR WORK DONE IN THE ROAD ALLOWANCE MUST BE COMPLETED AS PER MUNICIPAL
FIELD STAFF DIRECTION.
THE PERFORMANCE GUARANTEE WILL NOT BE REFUNDED BY THE MUNICIPALITY OF CLARINGTON UNLESS
THE WORKS HAVE BEEN INSPECTED BY MUNICIPAL FORCES AND DEEMED TO BE COMPLETE AND
SATISFACTORY.
115.00
F.F.E.
F.F.E.118.1
F.F.E.118.0
F.F.E.116.0
F.F.E.116.0
750mm∅ STEEL LINER WITH9.5mm WALL THICKNESS(SEE DETAIL ON DWG PP-01)
PIT LOCATION
E
X
IS
T
IN
G
3
0
0
m
m
Ø
W
A
T
E
R
M
A
IN
EXISTING 300mm Ø WATERMAIN
JFK
CHECKED BY:
DESIGN BY:
KEY PLAN
1:500
SCALE:
PROJECT NO.
DRAWING NO.
DRAWN BY:
JFK
BM
DAP-02
NT-15-047
DATE: AUG 05, 2015
PROPERTY LINE
PROPOSED STORM MANHOLE
PROPOSED SANITARY MANHOLE
PROPOSED AREA DRAIN/CATCH BASIN
PROPOSED OIL-GRIT SEPARATOR
EXISTING CATCH BASIN
DITCH CENTERLINE
EMERGENCY OVERLAND FLOW ROUTE
DRAINAGE AREA DETAILS
SITE
KING STREET WEST
MARTINROADHWY 57
STEVENS ROAD
WAVERLYROAD
KING STREET
WESTROENIGKDRIVE
CP RAIL
RESPECTING ALL WORK IN THE MUNICIPAL RIGHT OF WAY, THE CONTRACTOR IS TO PROVIDE AT LEAST 48
HOURS PRIOR NOTICE TO MUNICIPAL ENGINEERING STAFF AT 905-623-3379.
A ROAD OCCUPANCY PERMIT WILL BE REQUIRED FOR ANY WORK DONE IN THE MUNICIPAL ROAD
ALLOWANCE. EXCAVATION OF THE ROAD SURFACE IS NOT PERMITTED BETWEEN DECEMBER 1ST
AND APRIL 30TH.
ALL RESTORATION OR WORK DONE IN THE ROAD ALLOWANCE MUST BE COMPLETED AS PER MUNICIPAL
FIELD STAFF DIRECTION.
THE PERFORMANCE GUARANTEE WILL NOT BE REFUNDED BY THE MUNICIPALITY OF CLARINGTON UNLESS
THE WORKS HAVE BEEN INSPECTED BY MUNICIPAL FORCES AND DEEMED TO BE COMPLETE AND
SATISFACTORY.