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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

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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



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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)



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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.



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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.



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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.



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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.



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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.



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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



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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

AutoCAD SHX Text

PROJECT NAME:

AutoCAD SHX Text

99 KING STREET WEST

AutoCAD SHX Text

TOWN OF BOWMANVILLE

AutoCAD SHX Text

DRAWING TITLE:

AutoCAD SHX Text

LOCATION PLAN

APPENDIX A

BACKGROUND INFORMATION

L O

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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

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PART 1PLAN 10R - 1003

PART 2

PART 3

PART 4

PART 5

PART 1, PLAN RD-66

PART 2

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PART 5P L A N

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TOP NU

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N43°

22'00

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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


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


PROPERTY 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


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)


SettlingVelocity


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'


NT15-047 (August 2017)







2

222

855,1A

5.236,1*25.05.236,1*25.05.236,1A

mmmm


L/min685,5F

1,855220(0.6)F

Reduction Factors:


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:


L/min477,4'F'

50.1*985,2'F'


NT15-047 (August 2017)







2

222

806,1A

2.204,1*25.02.204,1*25.02.204,1A

mmmm


L/min610,5F

1,806220(0.6)F

Reduction Factors:


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:


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


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

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BUILDING 3

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BUILDING 2

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AMENITY BLDG 1

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AMENITY BLDG 2

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BUILDING 1

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EX. 65.95m-EX. 200mm PVC SAN

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EX. SAN MH 13-43A TOP=113.19

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FH

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WV

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N

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RIM=119.54

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ABANDONED

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ABANDONED

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SIGN

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SIGN

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SIGN

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0.50%%C CULVERT

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INV.=111.14

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CONCRETE

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HEADWALL

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OH

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OH

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OH

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OH

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OH

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OH

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OH

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OH

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OH

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OH

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OH

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RIM=116.50

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RIM=113.96

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RIM=110.99

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HYDRO

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VAULT

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BUILDING

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POST AND WIRE FENCE

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POST AND WIRE FENCE

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POST AND WIRE FENCE

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POST AND WIRE FENCE

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POST AND WIRE FENCE

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POST AND WIRE FENCE

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POST AND WIRE FENCE

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BUSH

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BUSH

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BUSH

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BUSH

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BUSH

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BUSH

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BUSH

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BUSH

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BUSH

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BUSH

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CONCRETE SIDEWALK

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CONCRETE SIDEWALK

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CONCRETE SIDEWALK

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CABLE WIRE GUARDRAIL

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EDGE OF ASPHALT

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EDGE OF ASPHALT

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GUTTER CURB

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GUTTER CURB

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CONCRETE CURB

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CURB

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CUT

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EDGE OF ASPHALT

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CONCRETE SIDEWALK

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CONCRETE SIDEWALK

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CONCRETE SIDEWALK

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CONCRETE SIDEWALK

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EDGE OF ASPHALT

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EDGE OF ASPHALT

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EDGE OF ASPHALT

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CONCRETE CURB

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CONCRETE CURB

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CONCRETE CURB

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0.40%%C

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CULVERT

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INV.=114.85

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OF DITCH

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OF DITCH

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OF DITCH

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OF DITCH

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EDGE OF BUSH (DRIPLINE)

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EDGE OF BUSH

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EDGE OF BUSH

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EDGE OF BUSH

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EDGE OF BUSH

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EDGE OF BUSH

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EDGE OF BUSH

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POST AND WIRE FENCE

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POST AND WIRE FENCE

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ASPHALT

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GRASS

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GRASS

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GRASS

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GRASS

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TOP NUT

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OF FH

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ELEV.=116.76

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N43%%D22'00"E

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412.87

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N68%%D41'25"E

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44.28

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N68%%D36'10"E

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58.85

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N66%%D58'10"E

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152.44

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N65%%D32'10"E

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60.97

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N33%%D00'35"E

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33.97

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N10%%D11'40"W

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151.60

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122.00

AutoCAD SHX Text

122.00

AutoCAD SHX Text

121.00

AutoCAD SHX Text

121.00

AutoCAD SHX Text

120.00

AutoCAD SHX Text

120.00

AutoCAD SHX Text

119.00

AutoCAD SHX Text

119.00

AutoCAD SHX Text

118.00

AutoCAD SHX Text

118.00

AutoCAD SHX Text

117.00

AutoCAD SHX Text

117.00

AutoCAD SHX Text

116.00

AutoCAD SHX Text

116.00

AutoCAD SHX Text

115.00

AutoCAD SHX Text

115.00

AutoCAD SHX Text

115.00

AutoCAD SHX Text

115.00

AutoCAD SHX Text

115.00

AutoCAD SHX Text

114.00

AutoCAD SHX Text

114.00

AutoCAD SHX Text

114.00

AutoCAD SHX Text

114.00

AutoCAD SHX Text

114.00

AutoCAD SHX Text

113.00

AutoCAD SHX Text

113.00

AutoCAD SHX Text

113.00

AutoCAD SHX Text

113.00

AutoCAD SHX Text

113.00

AutoCAD SHX Text

113.00

AutoCAD SHX Text

113.00

AutoCAD SHX Text

112.00

AutoCAD SHX Text

112.00

AutoCAD SHX Text

112.00

AutoCAD SHX Text

112.00

AutoCAD SHX Text

111.00

AutoCAD SHX Text

110.00

AutoCAD SHX Text

109.00

AutoCAD SHX Text

108.00

AutoCAD SHX Text

D

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Y

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H

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STORMWATER STORAGE TANK MAX DEPTH 0.80m MAX VOLUME = 1,177m3

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EX. STM MH1 TOP=112.296 INV= S 110.506 W 110.486

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EX. 30.09m-300mm CLASS 100D

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CONC STM @ 0.32%

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CONC STM @ 0.49%

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EX. STM MH2 TOP=112.811 INV= E 110.391 W 110.381 S 110.401

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EX. STM MH22A (BO3-169) TOP=113.16 INV= E 110.221 W 110.040

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EX. 44.2m-300mm CLASS 100D CONC STM @ 0.94%

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EX. STM MH (BO3-167) TOP=? INV= E 109.59 W 109.63

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CONC STM @ 0.47%

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EX. 81.356m-200mm CLASS DR35

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PVC SAN @ 0.45%

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EX. 44.78m-200mm CLASS DR35 PVC SAN @ 0.86%

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EX. SAN MH 13-43 TOP=113.954

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KING STREET WEST

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REGIONAL HIGHWAY 2

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REGIONAL HIGHWAY 57 (MARTIN RD)

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EX. 109.82-450mm CLASS 100D

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CONC STM @ 0.84%

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EX. STM CBMH 21A (BO3-149) TOP=110.90 INV=109.82

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EX. STM MH 213 (BO3-151) TOP=110.90 INV E=109.21 W=109.16 S=109.04

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EX. 500mm CSPCULVERT

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McCRIMMON CRESCENT

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RHONDA BOULEVARD

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EX. STM MH (BO3-153) TOP=? INV N=107.99 W=107.89

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EX. 71.9m-525mm

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CONC STM @ 1.92%

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EX. STM MH (BO3-147) TOP=? INV E=106.51

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KING STREET WEST

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KING STREET WEST

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9.0m EASEMENT

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EX. 13.8m-EX. 375mm AC SAN

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EX. SAN MH G42-0140 TOP=112.229 INV= N 105.669 E 105.559 W 109.079 W DROP 105.689

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EX. SAN MH G42-0005 TOP=111.69 INV= S 105.080 E 107.899

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EX. SAN MH 13-43A TOP=113.19

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ABANDONED

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ABANDONED

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RIM=107.80

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HYDRO

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VAULT

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BUILDING

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POST AND WIRE FENCE

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POST AND WIRE FENCE

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POST AND WIRE FENCE

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POST AND WIRE FENCE

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EDGE OF ASPHALT

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CONCRETE CURB

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CONCRETE SIDEWALK

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OF DITCH

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GRASS

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412.87

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N68%%D41'25"E

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44.28

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N68%%D36'10"E

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58.85

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115.00

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115.00

AutoCAD SHX Text

114.00

AutoCAD SHX Text

113.00

AutoCAD SHX Text

113.00

AutoCAD SHX Text

112.00

AutoCAD SHX Text

111.00

AutoCAD SHX Text

110.00

AutoCAD SHX Text

109.00

AutoCAD SHX Text

109.00

AutoCAD SHX Text

108.00

AutoCAD SHX Text

108.00

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STORMWATER STORAGE TANK MAX DEPTH 0.80m MAX VOLUME = 1,177m3

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CONC STM @ 0.32%

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CONC STM @ 0.49%

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CONC STM @ 0.47%

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PVC SAN @ 0.45%

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EX. SAN MH 13-43 TOP=113.954

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KING STREET WEST

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KING STREET WEST

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REGIONAL HIGHWAY NO 2

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KING STREET WEST

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9.0m EASEMENT

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STAMP

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PROJECT NAME:

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CIVIL CONSULTANT:

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DRAWING TITLE:

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BENCHMARK

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SITE SERVICING PLAN

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ISSUED FOR SITE PLAN APPROVAL

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REVISONS

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REVISION

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NO

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DATE

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BY

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0

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10

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20

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Suite 204, 15260 Yonge Street, Aurora, ON L4G 1N4 Tel: 905-503-2563, Fax: 877-957-2929 Web: www.nextrans.ca

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KING CONDOMINIUM RESIDENCES

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BOWMANVILLE, ONTARIO

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SE 23/15

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JFK

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1

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LEGEND

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V&B

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H&V

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ELEVATIONS SHOWN HEREON ARE GEODETIC AND ARE RELATED TO THE MUNICIPALITY OF CLARINGTON BENCH MARK No. 0011930U439S HAVING AN ELEVATION OF 112.052 METRES. CANADIAN PACIFIC RAILWAY, CONCRETE MONUMENT IN STATION GROUNDS, 18.3 M NORTH OF TRACK, 15.2 M EAST OF OLD WATER TANK FOUNDATION, OPPOSITE EAST END OF PLATFORM, TABLET IN TOP.

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DE 09/16

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JFK

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2

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ISSUED FOR REZONING

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AU 11/17

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JFK

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3

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.

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BY PERMIT

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ONLY

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BLACK LETTER "P", LEGEND AND BORDER

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2 cm RED REFLECTIVE ANNULAR BAND

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1.5 cm RED REFLECTIVE INTERDICTORY STROKE

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WHITE REFLECTIVE BACKGROUND

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BLUE REFLECTIVE BACKGROUND AND OUTLINE

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WHITE REFLECTIVE SYMBOL AND BORDER

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PRESCRIBED SIGNS FOR PARKING SPACES DESIGNATED UNDER A MUNICIPAL BY-LAW FOR THE USE OF DISABLED PERSONS

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ACCESSIBLE PARKING SPACE SIGN

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TOW AWAY AREA

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REFLECTORIZED RED CIRCLE AND DIAGONAL

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BLACK

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WHITE LETTERING

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WHITE REFLECTIVE BACKGROUND

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BLACK ARROW

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WHITE REFLECTIVE SYMBOL AND BORDER

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FIRE ROUTE SIGN

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TORONTO MUNICIPAL CODE FIRE ROUTES SCHEDULE "B" TO CHAPTER 880

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FIRE ROUTE

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BLACK LETTERING

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BLACK BORDER

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RED BACKGROUND

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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 ILLUSTRATED BELOW 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 THE DIRECTION OF SUCH DESIGNATED FIRE ROUTES. SIGNS DISPLAYING DOUBLE HEADED ARROWS SHALL BE PLACED AT INTERMEDIATE POINTS ALONG A 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 ERECT DURING ALL WEATHER CONDITIONS. THE MAXIMUM HEIGHT OF SIGNS SHALL BE NO LESS THAN 2 m ABOVE THE WEARING SURFACE OF THE DESIGNATED 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 THE ADJACENT 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 NOR FUTHER THAN 3 m FROM THE EDGE OF THE ADJACENT PAVEMENT OR TRAVELLED ROAD.

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SITE STATISTICS

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ZONING DESIGNATION

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Current Zoning - A

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Rezone to - R4

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LOT AREA

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28,719sm (2.872 HECTARES)

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FRONTAGE

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176.365M

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GROSS FLOOR AREA

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UNITS

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AREA(sm)

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AREA (sf)

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RESIDENTIAL:

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BLDG 1

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1 BEDROOM

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86

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2 BEDROOM

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86

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TOTAL

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172

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xxxxsm

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(xxxxxsf)

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BLDG 2

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1 BEDROOM

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81

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2 BEDROOM

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73

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TOTAL

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154

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xxxxsm

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(xxxxxsf)

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BLDG 3

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1 BEDROOM

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34

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2 BEDROOM

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64

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TOTAL

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98

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xxxxsm

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(xxxxxsf)

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TOTAL 1 BEDROOM

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TOTAL 2 BEDROOM

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OVERALL TOTAL:

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424

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xxxxsm

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(xxxxxf)

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AMENITIES 1

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XXXsm

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(XXXXsf)

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AMENITIES 2

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XXXsm

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(XXXXsf)

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BUILDING INFORMATION:

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%

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sm

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COVERAGE:

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BUILDING COVERAGE:

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23%

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6,716

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PAVING (HARDSCAPING):

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20%

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5,664

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LANDSCAPING (SOFTSCAPING):

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57%

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16,339

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FSI (FLOOR SPACE INDEX):

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1.30

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No. OF STOREYS:

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BLDG 1, 2 = 12; BLDG 3 = 8

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HEIGHT:

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XXm

AutoCAD SHX Text

AMENITY SPACE

AutoCAD SHX Text

REQUIRED

AutoCAD SHX Text

PROPOSED

AutoCAD SHX Text

BLDG 1

AutoCAD SHX Text

INT. (2sm/unit)

AutoCAD SHX Text

344sm (3,703sf)

AutoCAD SHX Text

EXT.(4sm/unit)

AutoCAD SHX Text

688sm (7,406sf)

AutoCAD SHX Text

500sm

AutoCAD SHX Text

(ROOF)

AutoCAD SHX Text

BLDG 2

AutoCAD SHX Text

INT. (2sm/unit)

AutoCAD SHX Text

308sm (3,315sf)

AutoCAD SHX Text

EXT. (4sm/unit)

AutoCAD SHX Text

616sm (6,631sf)

AutoCAD SHX Text

250sm

AutoCAD SHX Text

(ROOF)

AutoCAD SHX Text

BLDG 3

AutoCAD SHX Text

INT. (2sm/unit)

AutoCAD SHX Text

196sm (2,110sf)

AutoCAD SHX Text

EXT. (4sm/unit)

AutoCAD SHX Text

392sm (4,219sf)

AutoCAD SHX Text

250sm

AutoCAD SHX Text

(ROOF)

AutoCAD SHX Text

AMEN. 1

AutoCAD SHX Text

INT.

AutoCAD SHX Text

750sm

AutoCAD SHX Text

EXT. (ROOF)

AutoCAD SHX Text

325sm

AutoCAD SHX Text

AMEN. 2

AutoCAD SHX Text

INT.

AutoCAD SHX Text

586sm

AutoCAD SHX Text

EXT. (ROOF)

AutoCAD SHX Text

293sm

AutoCAD SHX Text

SITE

AutoCAD SHX Text

EXT. (TOT LOT,ETC)

AutoCAD SHX Text

445sm

AutoCAD SHX Text

TOTAL

AutoCAD SHX Text

INTERIOR

AutoCAD SHX Text

848sm

AutoCAD SHX Text

1,336sm

AutoCAD SHX Text

EXTERIOR

AutoCAD SHX Text

1,696sm

AutoCAD SHX Text

1,918sm

AutoCAD SHX Text

PARKING SPACE RATES:

AutoCAD SHX Text

RES. PARKING RATES BASED

AutoCAD SHX Text

ON ZONING BY-LAW 2006-046

AutoCAD SHX Text

1.00 / 1 BEDROOM UNIT

AutoCAD SHX Text

1.25 / 2 BEDROOM UNIT

AutoCAD SHX Text

0.25 / UNIT VISITOR PARKING (PROPOSED ZONING B/L AMEND.)

AutoCAD SHX Text

BARRIER FREE VISITOR: 10% OF VISITOR SPACES

AutoCAD SHX Text

BARRIER FREE RESIDENT: BYLAW 2005-109 SECTION 6

AutoCAD SHX Text

PARKING SPACES:

AutoCAD SHX Text

REQUIRED

AutoCAD SHX Text

PROPOSED

AutoCAD SHX Text

STALL DIMENSION

AutoCAD SHX Text

2.75mx5.7m

AutoCAD SHX Text

2.75mx5.7m

AutoCAD SHX Text

DRIVE AISLE WIDTH

AutoCAD SHX Text

6.5m

AutoCAD SHX Text

6.5m

AutoCAD SHX Text

RESIDENTIAL SPACES:

AutoCAD SHX Text

BLDG 1:

AutoCAD SHX Text

Resident 1 Bed

AutoCAD SHX Text

1/Unit (86)

AutoCAD SHX Text

86

AutoCAD SHX Text

86

AutoCAD SHX Text

Resident 2 Bed

AutoCAD SHX Text

1.25/Unit (86)

AutoCAD SHX Text

108

AutoCAD SHX Text

108

AutoCAD SHX Text

Visitor

AutoCAD SHX Text

0.25/Unit (172)

AutoCAD SHX Text

43

AutoCAD SHX Text

43

AutoCAD SHX Text

TOTAL

AutoCAD SHX Text

237

AutoCAD SHX Text

237

AutoCAD SHX Text

BLDG 2:

AutoCAD SHX Text

Resident 1 Bed

AutoCAD SHX Text

1/Unit (81)

AutoCAD SHX Text

81

AutoCAD SHX Text

81

AutoCAD SHX Text

Resident 2 Bed

AutoCAD SHX Text

1.25/Unit (73)

AutoCAD SHX Text

92

AutoCAD SHX Text

92

AutoCAD SHX Text

Visitor

AutoCAD SHX Text

0.25/Unit (154)

AutoCAD SHX Text

39

AutoCAD SHX Text

39

AutoCAD SHX Text

TOTAL

AutoCAD SHX Text

212

AutoCAD SHX Text

212

AutoCAD SHX Text

BLDG 3:

AutoCAD SHX Text

Resident 1 Bed

AutoCAD SHX Text

1/Unit (34)

AutoCAD SHX Text

34

AutoCAD SHX Text

34

AutoCAD SHX Text

Resident 2 Bed

AutoCAD SHX Text

1.25/Unit (64)

AutoCAD SHX Text

80

AutoCAD SHX Text

80

AutoCAD SHX Text

Visitor

AutoCAD SHX Text

0.25/Unit (98)

AutoCAD SHX Text

25

AutoCAD SHX Text

25

AutoCAD SHX Text

TOTAL

AutoCAD SHX Text

139

AutoCAD SHX Text

139

AutoCAD SHX Text

PARKING SITE TOTALS:

AutoCAD SHX Text

TOTAL RESIDENT (UNDERGROUND)

AutoCAD SHX Text

465

AutoCAD SHX Text

465

AutoCAD SHX Text

TOTAL VISITOR RESIDENT (SURFACE)

AutoCAD SHX Text

107

AutoCAD SHX Text

129

AutoCAD SHX Text

TOTAL SPACES:

AutoCAD SHX Text

572

AutoCAD SHX Text

594

AutoCAD SHX Text

*ALL NUMBERS ARE INCLUDE BARRIER FREE PARKING SPACES

AutoCAD SHX Text

REQUIRED

AutoCAD SHX Text

PROPOSED

AutoCAD SHX Text

BARRIER FREE PARKING

AutoCAD SHX Text

RESIDENTS (U/G)

AutoCAD SHX Text

9

AutoCAD SHX Text

9

AutoCAD SHX Text

VISITORS PARKING

AutoCAD SHX Text

13

AutoCAD SHX Text

13

AutoCAD SHX Text

STALL DIMENSION

AutoCAD SHX Text

TYPE A 4.5m x 5.7m

AutoCAD SHX Text

TYPE B 3.7m x 5.7m

AutoCAD SHX Text

BICYCLE PARKING SPACES:

AutoCAD SHX Text

REQUIRED

AutoCAD SHX Text

PROPOSED

AutoCAD SHX Text

RATIO LONG TERM:

AutoCAD SHX Text

0.5/UNIT

AutoCAD SHX Text

BLDG 1:

AutoCAD SHX Text

86

AutoCAD SHX Text

86

AutoCAD SHX Text

BLDG 2:

AutoCAD SHX Text

77

AutoCAD SHX Text

77

AutoCAD SHX Text

BLDG 3:

AutoCAD SHX Text

49

AutoCAD SHX Text

49

AutoCAD SHX Text

TOTAL :

AutoCAD SHX Text

212

AutoCAD SHX Text

212

AutoCAD SHX Text

RATIO SHORT TERM: 0.25/LONG TERM

AutoCAD SHX Text

53

AutoCAD SHX Text

53

AutoCAD SHX Text

NOTE:

AutoCAD SHX Text

1. ALL SHORT TERM BICYCLE PARKING LOCATED AT GRADE

AutoCAD SHX Text

LOADING SPACES:

AutoCAD SHX Text

REQUIRED

AutoCAD SHX Text

PROPOSED

AutoCAD SHX Text

BLDG 1:

AutoCAD SHX Text

2

AutoCAD SHX Text

2*

AutoCAD SHX Text

BLDG 2:

AutoCAD SHX Text

2

AutoCAD SHX Text

1

AutoCAD SHX Text

BLDG 3:

AutoCAD SHX Text

2

AutoCAD SHX Text

1

AutoCAD SHX Text

*includes waste pickup

AutoCAD SHX Text

SNOW STORAGE

AutoCAD SHX Text

REQUIRED (sm)

AutoCAD SHX Text

PROVIDED (sm)

AutoCAD SHX Text

SNOW STORAGE

AutoCAD SHX Text

160sm 160sm

AutoCAD SHX Text

(2% OF PAVED)

AutoCAD SHX Text

SURVEY INFORMATION:

AutoCAD SHX Text

PLAN OF TOPOGRAPHIC DETAIL

AutoCAD SHX Text

OF PROPERTY REFERENCED AS

AutoCAD SHX Text

P.I.N. 26931-0003

AutoCAD SHX Text

PARTS 1, 2, 3, 4, 5, 6, 7, 8, 9 OF LOT 14, CONCESSION 1

AutoCAD SHX Text

REGISTERED PLAN RD #35

AutoCAD SHX Text

MUNICIPALITY OF CLARINGTON

AutoCAD SHX Text

REGIONAL MUNICIPALITY OF DURHAM

AutoCAD SHX Text

PREPARED BY:

AutoCAD SHX Text

DONEVAN FLEISCHMANN PETRICH LTD

AutoCAD SHX Text

ONTARIO LAND SURVEYORS

AutoCAD SHX Text

1101 BOUNDARY RD, SUITE 1

AutoCAD SHX Text

OSHAWA, ON

AutoCAD SHX Text

T: 905-725-4795

AutoCAD SHX Text

F: 905-725-9957

AutoCAD SHX Text

LOADING SPACE RATES:

AutoCAD SHX Text

LOADING RATES BASED ON ZONING BY-LAW 2006-046

AutoCAD SHX Text

RES. LOADING IS TYPE 'A' = 11mx4m

AutoCAD SHX Text

FFE:115.00

AutoCAD SHX Text

FFE:116.00

AutoCAD SHX Text

FFE:116.00

AutoCAD SHX Text

FFE:118.10

AutoCAD SHX Text

FFE:118.00

AutoCAD SHX Text

SIAMESE CONNECTION (BLDG 1)

AutoCAD SHX Text

PRIMARY ACCESS FOR FIREFIGHTING

AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text

EXTENT OF MARTIN RD GRADING

AutoCAD SHX Text

ROOF TOP AMENITY (325sm)

AutoCAD SHX Text

PRIVATE ROAD

AutoCAD SHX Text

CANADIAN PACIFIC RAIL OF MAIN TRACK

AutoCAD SHX Text

FFE:115.00

AutoCAD SHX Text

FFE:116.00

AutoCAD SHX Text

FFE:118.10

AutoCAD SHX Text

0.10%%C

AutoCAD SHX Text

SIGN

AutoCAD SHX Text

SIGN

AutoCAD SHX Text

CB

AutoCAD SHX Text

BP

AutoCAD SHX Text

ANC

AutoCAD SHX Text

ANC

AutoCAD SHX Text

ANC

AutoCAD SHX Text

ANC

AutoCAD SHX Text

0.30%%C CLUMP

AutoCAD SHX Text

LS

AutoCAD SHX Text

0.30%%C

AutoCAD SHX Text

0.30%%C

AutoCAD SHX Text

CB

AutoCAD SHX Text

LS

AutoCAD SHX Text

0.40%%C

AutoCAD SHX Text

0.50%%C

AutoCAD SHX Text

0.30%%C

AutoCAD SHX Text

LS

AutoCAD SHX Text

LS

AutoCAD SHX Text

0.30%%C

AutoCAD SHX Text

0.20%%C

AutoCAD SHX Text

0.30%%C

AutoCAD SHX Text

0.50%%C

AutoCAD SHX Text

0.40%%C

AutoCAD SHX Text

0.20%%C

AutoCAD SHX Text

0.20%%C

AutoCAD SHX Text

0.20%%C

AutoCAD SHX Text

0.20%%C

AutoCAD SHX Text

ANCHOR

AutoCAD SHX Text

ANCHOR

AutoCAD SHX Text

0.20%%C

AutoCAD SHX Text

0.30%%C

AutoCAD SHX Text

0.20%%C

AutoCAD SHX Text

0.20%%C

AutoCAD SHX Text

0.20%%C

AutoCAD SHX Text

CB

AutoCAD SHX Text

SIGN

AutoCAD SHX Text

0.40%%C

AutoCAD SHX Text

BELL

AutoCAD SHX Text

BOX

AutoCAD SHX Text

HP

AutoCAD SHX Text

ANC

AutoCAD SHX Text

ANC

AutoCAD SHX Text

ANC

AutoCAD SHX Text

ANC

AutoCAD SHX Text

LS

AutoCAD SHX Text

CB

AutoCAD SHX Text

LS

AutoCAD SHX Text

0.10%%C

AutoCAD SHX Text

HP

AutoCAD SHX Text

HP

AutoCAD SHX Text

WV

AutoCAD SHX Text

FH

AutoCAD SHX Text

0.30%%C

AutoCAD SHX Text

0.20%%C

AutoCAD SHX Text

BH

AutoCAD SHX Text

0.20%%C

AutoCAD SHX Text

BH

AutoCAD SHX Text

0.20%%C

AutoCAD SHX Text

SIGN

AutoCAD SHX Text

WV

AutoCAD SHX Text

FH

AutoCAD SHX Text

ANC

AutoCAD SHX Text

ANC

AutoCAD SHX Text

HP

AutoCAD SHX Text

0.30%%C

AutoCAD SHX Text

GM

AutoCAD SHX Text

RIM=119.54

AutoCAD SHX Text

ABANDONED

AutoCAD SHX Text

ABANDONED

AutoCAD SHX Text

SIGN

AutoCAD SHX Text

SIGN

AutoCAD SHX Text

SIGN

AutoCAD SHX Text

0.50%%C CULVERT

AutoCAD SHX Text

INV.=111.14

AutoCAD SHX Text

CONCRETE

AutoCAD SHX Text

HEADWALL

AutoCAD SHX Text

OH

AutoCAD SHX Text

OH

AutoCAD SHX Text

OH

AutoCAD SHX Text

OH

AutoCAD SHX Text

OH

AutoCAD SHX Text

OH

AutoCAD SHX Text

OH

AutoCAD SHX Text

OH

AutoCAD SHX Text

OH

AutoCAD SHX Text

OH

AutoCAD SHX Text

OH

AutoCAD SHX Text

RIM=116.50

AutoCAD SHX Text

RIM=113.96

AutoCAD SHX Text

RIM=110.99

AutoCAD SHX Text

HYDRO

AutoCAD SHX Text

VAULT

AutoCAD SHX Text

BUILDING

AutoCAD SHX Text

POST AND WIRE FENCE

AutoCAD SHX Text

POST AND WIRE FENCE

AutoCAD SHX Text

FOM

AutoCAD SHX Text

FOM

AutoCAD SHX Text

POST AND WIRE FENCE

AutoCAD SHX Text

POST AND WIRE FENCE

AutoCAD SHX Text

POST AND WIRE FENCE

AutoCAD SHX Text

BUSH

AutoCAD SHX Text

BUSH

AutoCAD SHX Text

BUSH

AutoCAD SHX Text

BUSH

AutoCAD SHX Text

BUSH

AutoCAD SHX Text

BUSH

AutoCAD SHX Text

BUSH

AutoCAD SHX Text

BUSH

AutoCAD SHX Text

BUSH

AutoCAD SHX Text

BUSH

AutoCAD SHX Text

CONCRETE SIDEWALK

AutoCAD SHX Text

CONCRETE SIDEWALK

AutoCAD SHX Text

CONCRETE SIDEWALK

AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text

EDGE OF ASPHALT

AutoCAD SHX Text

EDGE OF ASPHALT

AutoCAD SHX Text

EDGE OF ASPHALT

AutoCAD SHX Text

GUTTER CURB

AutoCAD SHX Text

GUTTER CURB

AutoCAD SHX Text

GUTTER CURB

AutoCAD SHX Text

CONCRETE CURB

AutoCAD SHX Text

CURB

AutoCAD SHX Text

CUT

AutoCAD SHX Text

EDGE OF ASPHALT

AutoCAD SHX Text

CONCRETE SIDEWALK

AutoCAD SHX Text

CONCRETE SIDEWALK

AutoCAD SHX Text

CONCRETE SIDEWALK

AutoCAD SHX Text

CONCRETE SIDEWALK

AutoCAD SHX Text

EDGE OF ASPHALT

AutoCAD SHX Text

EDGE OF ASPHALT

AutoCAD SHX Text

EDGE OF ASPHALT

AutoCAD SHX Text

CONCRETE CURB

AutoCAD SHX Text

CONCRETE CURB

AutoCAD SHX Text

CONCRETE CURB

AutoCAD SHX Text

0.40%%C

AutoCAD SHX Text

CULVERT

AutoCAD SHX Text

INV.=114.85

AutoCAD SHX Text

OF DITCH

AutoCAD SHX Text

OF DITCH

AutoCAD SHX Text

OF DITCH

AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text

EDGE OF BUSH

AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text

EDGE OF BUSH

AutoCAD SHX Text

EDGE OF BUSH

AutoCAD SHX Text

EDGE OF BUSH

AutoCAD SHX Text

EDGE OF BUSH

AutoCAD SHX Text

EDGE OF BUSH

AutoCAD SHX Text

POST AND WIRE FENCE

AutoCAD SHX Text

POST AND WIRE FENCE

AutoCAD SHX Text

ASPHALT

AutoCAD SHX Text

GRASS

AutoCAD SHX Text

GRASS

AutoCAD SHX Text

GRASS

AutoCAD SHX Text

GRASS

AutoCAD SHX Text

LBM

AutoCAD SHX Text

L O T 1 4, C O N C E S S I O N 1

AutoCAD SHX Text

P. I. N. 2 6 9 3 1 - 0 0 0 3

AutoCAD SHX Text

FFE:116.00

AutoCAD SHX Text

FFE:118.00

AutoCAD SHX Text

DEPRESSED CURB

AutoCAD SHX Text

LIMIT OF UNDERGROUND PARKING LEVEL

AutoCAD SHX Text

PROP. 24.4m 500mm CSP@ 0.9%

AutoCAD SHX Text

7 RISERS @ 0.2 HIGH EACH

AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text

STAMP

AutoCAD SHX Text

PROJECT NAME:

AutoCAD SHX Text

CIVIL CONSULTANT:

AutoCAD SHX Text

DRAWING TITLE:

AutoCAD SHX Text

KING CONDOMINIUM RESIDENCE BOWMANVILLE, ONTARIO

AutoCAD SHX Text

REVISONS

AutoCAD SHX Text

REVISION

AutoCAD SHX Text

NO

AutoCAD SHX Text

DATE

AutoCAD SHX Text

BY

AutoCAD SHX Text

SITE GRADING PLAN

AutoCAD SHX Text

LEGEND

AutoCAD SHX Text

BENCHMARK

AutoCAD SHX Text

LEGEND

AutoCAD SHX Text


AutoCAD SHX Text

PROPOSED OVERLAND FLOW

AutoCAD SHX Text

EXISTING OVERLAND FLOW

AutoCAD SHX Text

PROPOSED AREA DRAIN

AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text

EXISTING STORM MANHOLE

AutoCAD SHX Text

EXISTING SANITARY MANHOLE

AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text

SE 23/15

AutoCAD SHX Text

JFK

AutoCAD SHX Text

1

AutoCAD SHX Text


AutoCAD SHX Text

DE 09/16

AutoCAD SHX Text

JFK

AutoCAD SHX Text

2

AutoCAD SHX Text

ISSUED FOR REZONING

AutoCAD SHX Text

AU 11/17

AutoCAD SHX Text

JFK

AutoCAD SHX Text

3

AutoCAD SHX Text

PROPERTY LINE

0.00EX

E

X

IS

T

IN

G

3

0

0

m

m

Ø

W

A

T

E

R

M

A

IN


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.

AutoCAD SHX Text


AutoCAD SHX Text

EX. SAN MH 13-43A TOP=113.19

AutoCAD SHX Text

FH

AutoCAD SHX Text

WV

AutoCAD SHX Text

N

AutoCAD SHX Text

RIM=119.54

AutoCAD SHX Text

ABANDONED

AutoCAD SHX Text

ABANDONED

AutoCAD SHX Text

SIGN

AutoCAD SHX Text

SIGN

AutoCAD SHX Text

SIGN

AutoCAD SHX Text

0.50%%C CULVERT

AutoCAD SHX Text

INV.=111.14

AutoCAD SHX Text

CONCRETE

AutoCAD SHX Text

HEADWALL

AutoCAD SHX Text

OH

AutoCAD SHX Text

OH

AutoCAD SHX Text

OH

AutoCAD SHX Text

OH

AutoCAD SHX Text

OH

AutoCAD SHX Text

OH

AutoCAD SHX Text

OH

AutoCAD SHX Text

OH

AutoCAD SHX Text

OH

AutoCAD SHX Text

OH

AutoCAD SHX Text

OH

AutoCAD SHX Text

RIM=116.50

AutoCAD SHX Text

RIM=113.96

AutoCAD SHX Text

RIM=110.99

AutoCAD SHX Text

HYDRO

AutoCAD SHX Text

VAULT

AutoCAD SHX Text

BUILDING

AutoCAD SHX Text

POST AND WIRE FENCE

AutoCAD SHX Text

POST AND WIRE FENCE

AutoCAD SHX Text

POST AND WIRE FENCE

AutoCAD SHX Text

POST AND WIRE FENCE

AutoCAD SHX Text

POST AND WIRE FENCE

AutoCAD SHX Text

POST AND WIRE FENCE

AutoCAD SHX Text

POST AND WIRE FENCE

AutoCAD SHX Text

BUSH

AutoCAD SHX Text

BUSH

AutoCAD SHX Text

BUSH

AutoCAD SHX Text

BUSH

AutoCAD SHX Text

BUSH

AutoCAD SHX Text

BUSH

AutoCAD SHX Text

BUSH

AutoCAD SHX Text

BUSH

AutoCAD SHX Text

BUSH

AutoCAD SHX Text

BUSH

AutoCAD SHX Text

CONCRETE SIDEWALK

AutoCAD SHX Text

CONCRETE SIDEWALK

AutoCAD SHX Text

CONCRETE SIDEWALK

AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text

EDGE OF ASPHALT

AutoCAD SHX Text

EDGE OF ASPHALT

AutoCAD SHX Text

EDGE OF ASPHALT

AutoCAD SHX Text

GUTTER CURB

AutoCAD SHX Text

GUTTER CURB

AutoCAD SHX Text

GUTTER CURB

AutoCAD SHX Text

CONCRETE CURB

AutoCAD SHX Text

CURB

AutoCAD SHX Text

CUT

AutoCAD SHX Text

EDGE OF ASPHALT

AutoCAD SHX Text

CONCRETE SIDEWALK

AutoCAD SHX Text

CONCRETE SIDEWALK

AutoCAD SHX Text

CONCRETE SIDEWALK

AutoCAD SHX Text

CONCRETE SIDEWALK

AutoCAD SHX Text

EDGE OF ASPHALT

AutoCAD SHX Text

EDGE OF ASPHALT

AutoCAD SHX Text

EDGE OF ASPHALT

AutoCAD SHX Text

CONCRETE CURB

AutoCAD SHX Text

CONCRETE CURB

AutoCAD SHX Text

CONCRETE CURB

AutoCAD SHX Text

0.40%%C

AutoCAD SHX Text

CULVERT

AutoCAD SHX Text

INV.=114.85

AutoCAD SHX Text

OF DITCH

AutoCAD SHX Text

OF DITCH

AutoCAD SHX Text

OF DITCH

AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text

EDGE OF BUSH

AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text

EDGE OF BUSH

AutoCAD SHX Text

EDGE OF BUSH

AutoCAD SHX Text

EDGE OF BUSH

AutoCAD SHX Text

EDGE OF BUSH

AutoCAD SHX Text

EDGE OF BUSH

AutoCAD SHX Text

POST AND WIRE FENCE

AutoCAD SHX Text

POST AND WIRE FENCE

AutoCAD SHX Text

ASPHALT

AutoCAD SHX Text

GRASS

AutoCAD SHX Text

GRASS

AutoCAD SHX Text

GRASS

AutoCAD SHX Text

GRASS

AutoCAD SHX Text

TOP NUT

AutoCAD SHX Text

OF FH

AutoCAD SHX Text

ELEV.=116.76

AutoCAD SHX Text

N43%%D22'00"E

AutoCAD SHX Text

412.87

AutoCAD SHX Text

N68%%D41'25"E

AutoCAD SHX Text

44.28

AutoCAD SHX Text

N68%%D36'10"E

AutoCAD SHX Text

58.85

AutoCAD SHX Text

N66%%D58'10"E

AutoCAD SHX Text

152.44

AutoCAD SHX Text

N65%%D32'10"E

AutoCAD SHX Text

60.97

AutoCAD SHX Text

N33%%D00'35"E

AutoCAD SHX Text

33.97

AutoCAD SHX Text

N10%%D11'40"W

AutoCAD SHX Text

151.60

AutoCAD SHX Text

122.00

AutoCAD SHX Text

122.00

AutoCAD SHX Text

121.00

AutoCAD SHX Text

121.00

AutoCAD SHX Text

120.00

AutoCAD SHX Text

120.00

AutoCAD SHX Text

119.00

AutoCAD SHX Text

119.00

AutoCAD SHX Text

118.00

AutoCAD SHX Text

118.00

AutoCAD SHX Text

117.00

AutoCAD SHX Text

117.00

AutoCAD SHX Text

116.00

AutoCAD SHX Text

116.00

AutoCAD SHX Text

115.00

AutoCAD SHX Text

115.00

AutoCAD SHX Text

115.00

AutoCAD SHX Text

115.00

AutoCAD SHX Text

115.00

AutoCAD SHX Text

114.00

AutoCAD SHX Text

114.00

AutoCAD SHX Text

114.00

AutoCAD SHX Text

114.00

AutoCAD SHX Text

114.00

AutoCAD SHX Text

113.00

AutoCAD SHX Text

113.00

AutoCAD SHX Text

113.00

AutoCAD SHX Text

113.00

AutoCAD SHX Text

113.00

AutoCAD SHX Text

113.00

AutoCAD SHX Text

113.00

AutoCAD SHX Text

112.00

AutoCAD SHX Text

112.00

AutoCAD SHX Text

112.00

AutoCAD SHX Text

111.00

AutoCAD SHX Text

110.00

AutoCAD SHX Text

109.00

AutoCAD SHX Text

D

AutoCAD SHX Text

Y

AutoCAD SHX Text

H

AutoCAD SHX Text


AutoCAD SHX Text

CONC STM @ 0.32%

AutoCAD SHX Text


AutoCAD SHX Text

CONC STM @ 0.49%

AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text

CONC STM @ 0.47%

AutoCAD SHX Text


AutoCAD SHX Text

PVC SAN @ 0.45%

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EX. SAN MH 13-43 TOP=113.954

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KING STREET WEST

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REGIONAL HIGHWAY 2

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EX. 109.82-450mm CLASS 100D

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CONC STM @ 0.84%

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SITE 2

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0.43

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0.25

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SITE 1

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2.44

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0.25

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LENGTH = 221.745

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4.65

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0.30

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McCRIMMON CRESCENT

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RHONDA BOULEVARD

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EX. 71.9m-525mm

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CONC STM @ 1.92%

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KING STREET WEST

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0.209

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0.55

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0.151

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0.55

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0.099

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0.55

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0.190

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0.55

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0.070

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0.55

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EX. SAN MH 13-43A TOP=113.19

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HYDRO

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VAULT

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BUILDING

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POST AND WIRE FENCE

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412.87

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113.00

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113.00

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AutoCAD SHX Text


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CONC STM @ 0.32%

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CONC STM @ 0.49%

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KING STREET WEST

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0.190

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0.55

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0.070

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0.55

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UNCONT KING

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0.26

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.25

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STAMP

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PROJECT NAME:

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CIVIL CONSULTANT:

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DRAWING TITLE:

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BENCHMARK

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PRE-DEVELOPMENT

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REVISONS

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REVISION

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NO

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DATE

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BY

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0

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10

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20

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SE 23/15

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JFK

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1

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DRAINAGE AREA PLAN

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LEGEND

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PROPERTY LINE EXISTING CATCH BASIN DITCH CENTERLINE EXISTING OVERLAND FLOW ROUTE SITE DRAINAGE AREA DETAILS EXISTING EXTERNAL DRAINAGE AREAS

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NAME

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ha

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coeff

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DE 09/16

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JFK

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2

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ha

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coeff

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ISSUED FOR REZONING

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AU 11/17

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JFK

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3

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


PIT LOCATION

E

X

IS

T

IN

G

3

0

0

m

m

Ø

W

A

T

E

R

M

A

IN


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 AREA DRAIN/CATCH BASIN

PROPOSED OIL-GRIT SEPARATOR


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.

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BUILDING 3

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BUILDING 2

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AMENITY BLDG 1

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AMENITY BLDG 2

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BUILDING 1

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EX. SAN MH 13-43A TOP=113.19

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FH

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WV

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N

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RIM=119.54

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ABANDONED

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ABANDONED

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SIGN

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SIGN

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SIGN

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0.50%%C CULVERT

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INV.=111.14

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CONCRETE

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HEADWALL

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OH

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OH

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OH

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OH

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OH

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OH

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OH

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OH

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OH

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OH

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OH

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RIM=116.50

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RIM=113.96

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RIM=110.99

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HYDRO

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VAULT

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BUILDING

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POST AND WIRE FENCE

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POST AND WIRE FENCE

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POST AND WIRE FENCE

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POST AND WIRE FENCE

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POST AND WIRE FENCE

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POST AND WIRE FENCE

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POST AND WIRE FENCE

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BUSH

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BUSH

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BUSH

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BUSH

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BUSH

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BUSH

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BUSH

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BUSH

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BUSH

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BUSH

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CONCRETE SIDEWALK

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CONCRETE SIDEWALK

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CONCRETE SIDEWALK

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EDGE OF ASPHALT

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EDGE OF ASPHALT

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EDGE OF ASPHALT

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GUTTER CURB

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GUTTER CURB

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GUTTER CURB

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CONCRETE CURB

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CURB

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CUT

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EDGE OF ASPHALT

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CONCRETE SIDEWALK

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CONCRETE SIDEWALK

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CONCRETE SIDEWALK

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CONCRETE SIDEWALK

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EDGE OF ASPHALT

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EDGE OF ASPHALT

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EDGE OF ASPHALT

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CONCRETE CURB

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CONCRETE CURB

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CONCRETE CURB

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0.40%%C

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CULVERT

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INV.=114.85

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OF DITCH

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OF DITCH

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OF DITCH

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EDGE OF BUSH

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EDGE OF BUSH

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EDGE OF BUSH

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EDGE OF BUSH

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EDGE OF BUSH

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EDGE OF BUSH

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POST AND WIRE FENCE

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POST AND WIRE FENCE

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ASPHALT

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GRASS

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GRASS

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GRASS

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GRASS

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TOP NUT

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OF FH

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ELEV.=116.76

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N43%%D22'00"E

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412.87

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N68%%D41'25"E

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44.28

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N68%%D36'10"E

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58.85

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N66%%D58'10"E

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152.44

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N65%%D32'10"E

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60.97

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N33%%D00'35"E

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33.97

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N10%%D11'40"W

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151.60

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122.00

AutoCAD SHX Text

122.00

AutoCAD SHX Text

121.00

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121.00

AutoCAD SHX Text

120.00

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120.00

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119.00

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119.00

AutoCAD SHX Text

118.00

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118.00

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117.00

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117.00

AutoCAD SHX Text

116.00

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116.00

AutoCAD SHX Text

115.00

AutoCAD SHX Text

115.00

AutoCAD SHX Text

115.00

AutoCAD SHX Text

115.00

AutoCAD SHX Text

115.00

AutoCAD SHX Text

114.00

AutoCAD SHX Text

114.00

AutoCAD SHX Text

114.00

AutoCAD SHX Text

114.00

AutoCAD SHX Text

114.00

AutoCAD SHX Text

113.00

AutoCAD SHX Text

113.00

AutoCAD SHX Text

113.00

AutoCAD SHX Text

113.00

AutoCAD SHX Text

113.00

AutoCAD SHX Text

113.00

AutoCAD SHX Text

113.00

AutoCAD SHX Text

112.00

AutoCAD SHX Text

112.00

AutoCAD SHX Text

112.00

AutoCAD SHX Text

111.00

AutoCAD SHX Text

110.00

AutoCAD SHX Text

109.00

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D

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Y

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H

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AutoCAD SHX Text

CONC STM @ 0.32%

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AutoCAD SHX Text

CONC STM @ 0.49%

AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text

CONC STM @ 0.47%

AutoCAD SHX Text


AutoCAD SHX Text

PVC SAN @ 0.45%

AutoCAD SHX Text


AutoCAD SHX Text

EX. SAN MH 13-43 TOP=113.954

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KING STREET WEST

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REGIONAL HIGHWAY 2

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AutoCAD SHX Text

EX. 109.82-450mm CLASS 100D

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CONC STM @ 0.84%

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AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text


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McCRIMMON CRESCENT

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RHONDA BOULEVARD

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EX. 71.9m-525mm

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CONC STM @ 1.92%

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KING STREET WEST

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UNCONT KING

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0.26

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.25

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UNCONT CPR

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0.07

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.25

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UNCONT CPR

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0.30

AutoCAD SHX Text

.30

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UNCONT KING

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0.11

AutoCAD SHX Text

.30

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CONT

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2.12

AutoCAD SHX Text

.90

AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text


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EX. SAN MH G42-0005 TOP=111.69 INV= S 105.080 E 107.899

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RIM=107.80

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HYDRO

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VAULT

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BUILDING

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POST AND WIRE FENCE

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POST AND WIRE FENCE

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POST AND WIRE FENCE

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CONCRETE SIDEWALK

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EDGE OF ASPHALT

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EDGE OF ASPHALT

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CONCRETE CURB

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CONCRETE SIDEWALK

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CONCRETE CURB

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OF DITCH

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OF DITCH

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GRASS

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SLOPED

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CB

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412.87

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N68%%D41'25"E

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44.28

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N68%%D36'10"E

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58.85

AutoCAD SHX Text

113.00

AutoCAD SHX Text

113.00

AutoCAD SHX Text

112.00

AutoCAD SHX Text

111.00

AutoCAD SHX Text

110.00

AutoCAD SHX Text

110.00

AutoCAD SHX Text

109.00

AutoCAD SHX Text

109.00

AutoCAD SHX Text

108.00

AutoCAD SHX Text

108.00

AutoCAD SHX Text

107.00

AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text

CONC STM @ 0.32%

AutoCAD SHX Text


AutoCAD SHX Text

CONC STM @ 0.49%

AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text

KING STREET WEST

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AutoCAD SHX Text

UNCONT KING

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0.26

AutoCAD SHX Text

.25

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STAMP

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PROJECT NAME:

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CIVIL CONSULTANT:

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DRAWING TITLE:

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BENCHMARK

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POST-DEVELOPMENT

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REVISONS

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REVISION

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NO

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DATE

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BY

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0

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10

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20

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AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text

SE 23/15

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JFK

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1

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DRAINAGE AREA PLAN

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LEGEND

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NAME

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ha

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coeff

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DE 09/16

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JFK

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2

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ISSUED FOR REZONING

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AU 11/17

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JFK

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3

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