the georgian apartments 290, 294, 298, & 302 georgian drive

The Georgian APARTMENTS290, 294, 298, & 302 GEORGIAN DRIVE

CITY OF BARRIE70 COLLIER ST.BARRIE, ONL4M 4T5

ATRIA DEVELOPMENT6 CARLAW AVE. SUITE 200TORONTO, ONM4M 2R5

Drawing List:

nd-1 NOTES AND DETAILSSG-1 SITE GRADING PLANSS-1 SITE SERVICING PLANSTM-1 PRE-DEVELOPMENT CATCHMENT PLANSTM-2 POST-DEVELOPMENT CATCHMENT PLANEPR-1 EROSION PROTECTION AND REMOVALS PLAN

ENGINEERINGPEARSONENG.COM PH. 705.719.4785

PEARSON

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LITTLE LAKE DRIVE

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QUARRY RIDGE

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HIGHWAY 400

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GEORGIAN DRIVE

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DUNSMORE LINE

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GALLIE COURT

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JOHNSON STREET

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ROYAL VICTORIA HOSPITAL

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GEORGIAN DRIVE

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CHELTENHAM ROAD

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SYDENHAM WELLS

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TUNBRIDGE ROAD

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SUBJECT SITE (290, 294, 298 & 302 GEORGIAN DRIVE)

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N

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HICKLING TRAIL


PEARSON

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BENCHMARK:

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NO.

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REVISION NOTE

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DATE

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BY

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PROJECT #

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DRAWING #

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REVISION #

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18037

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ND-1

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DESIGNED BY

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DRAWN BY

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CHECKED BY

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HORIZ SCALE

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VERT SCALE

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DATE

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PCO

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MKRW

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GMP

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SEPTEMBER 2018

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NOTES AND DETAILS

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THE GEORGIAN APARTMENTS 290,294,298,&302 GEORGIAN DRIVE BARRIE, ONTARIO

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E.

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D.

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- WHEN NO DRIVEWAY IS PRESENT, 125mm.

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- COMMERCIAL/INDUSTRIAL DRIVEWAY 200mm

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- RESIDENTIAL DRIVEWAY 150mm

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C.

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B.

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A.

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GENERAL NOTES - ROADWORKS

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(REINFORCEMENT AS PER OPSS IF REQUIRED)

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F.

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G.

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H.

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I.

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J.

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SINGLE - STAGE CURB & GUTTER TO COMPLY WITH OPSD 600.040

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INTERNAL SITE CURBS ARE TO BE BARRIER CURBS AS PER OPSD 600.110

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GENERAL NOTES - SANITARY SEWER

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SANITARY SEWERS

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B. SEWERS SHALL BE CONSTRUCTED WITH BEDDINGS AS PER OPSD-802.010, (GRAN. 'A' EMBEDMENT

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MATERIAL) FOR FLEXIBLE PIPES AND OPSD-802.030 OR 802.031 CLASS B (GRAN. 'A' BEDDING

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C. MAXIMUM DEFLECTION FROM COMBINED LIVE AND DEAD LOADING SHALL NOT EXCEED ANY C.S.A.,

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D. PVC, CONCRETE AND PROFILE WALL PVC SEWERS SHALL HAVE RUBBER GASKET TYPE JOINTS AND SHALL

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BE CERTIFIED TO CONFORM TO ALL APPLICABLE CURRENT C.S.A. SPECIFICATIONS.

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E. CONCRETE SANITARY SEWERS SHALL HAVE A MINIMUM STRENGTH OF 50 N/m/mm CONFORMING TO CSA

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STANDARD A257.2-1982, CLASS 50-D (PREVIOUSLY C.S.A. STANDARD A257.2-1974, CLASS II).

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O.P.S. OR MANUFACTURERS RECOMMENDED SPECIFICATIONS.

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MATERIAL) FOR RIGID PIPE UNLESS OTHERWISE APPROVED BY THE DIRECTOR OF ENGINEERING.

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F. MAINTENANCE HOLE TOPS (FRAMES) ARE TO BE SET TO BASE COURSE ASPHALT GRADE AND THEN ADJUSTED TO FINAL

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GRADE WHEN THE TOP LIFT OF ASPHALT IS PLACE. ALL ADJUSTMENT WILL BE ACCORDANCE WITH BSD-N2.

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A. ALL CONNECTIONS TO NEW SANITARY MAINS SHALL BE PRE-MANUFACTURED, FABRICATED TEES.

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CONNECTIONS TO EXISTING SANITARY SEWER SHALL BE MADE WITH APPROVED FACTORY MADE TEES

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OR INSERTA-TEES IN STRICT ACCORDANCE TO MANUFACTURES GUIDELINES.

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STORM SEWER

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GENERAL NOTES - STORM SEWER

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AS DETERMINED BY THE CITY ENGINEERING DEPARTMENT.

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H. ALL DISTURBED AREAS ARE TO BE REINSTATED TO THEIR ORIGINAL CONDITION OR BETTER,

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MAXIMUM AND COMPACTED TO 100% STANDARD PROCTOR MAXIMUM DRY DENSITY.

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G. GRANULAR MATERIAL , USED FOR BACKFILL , SHALL BE PLACED IN LAYERS 150mm IN DEPTH

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E. A SITE ALTERATION PERMIT IS REQUIRED FROM THE ENGINEERING DEPARTMENT PRIOR TO THE

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PRIOR TO THE COMMENCEMENT OF WORK WITHIN ANY CITY RIGHT-OF-WAY.

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D. A ROAD OCCUPANCY PERMIT IS REQUIRED FROM THE ROADS AND PARKS OPERATIONS BRANCH

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TO THE COMMENCEMENT OF ANY WORK.

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THE CONTRACTOR IS REQUIRED TO NOTIFY THE VARIOUS UTILITY COMPANIES 48 HOURS PRIOR

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C. LOCATION OF EXISTING SERVICES ARE NOT GUARANTEED.

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DRAWINGS (BSD) AND SECONDLY ONTARIO PROVINCIAL STANDARD DRAWINGS (OPSD).

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B. ORDER OF PRECEDENCE OF STANDARD DRAWINGS IS FIRSTLY CITY OF BARRIE STANDARD

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AND ONTARIO PROVINCIAL STANDARD DRAWINGS (OPSD).

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A. ALL WORK SHALL BE IN ACCORDANCE WITH CURRENT CITY OF BARRIE STANDARD DRAWINGS (BSD)

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3. GENERAL

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UNLESS SPECIFIED OTHERWISE.

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A. ALL DIMENSIONS ARE IN METRES, EXCEPT PIPE DIAMETERS, WHICH ARE IN MILLIMETRES,

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2. MEASUREMENTS

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& SYMBOLS FOR PLAN & PROFILE DRAWINGS, GENERAL SERVICE PLANS AND LOT GRADING PLANS.

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A. ALL DRAWINGS SHALL BE PRODUCED IN ACCORDANCE WITH CURRENT CITY OF BARRIE STANDARDS

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1. DRAWINGS

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%%UGENERAL NOTES

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PROCTOR MAXIMUM DRY DENSITY.

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F. NATIVE MATERIAL, SUITABLE FOR BACKFILL, SHALL BE COMPACTED TO 95% STANDARD

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COMMENCEMENT OF ANY EARTH WORKS ON THE SITE.

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SUBJECT TO APPROVAL BY THE CITY ENGINEERING DEPARTMENT.

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CONTRACTOR UNTIL CONSTRUCTION IS COMPLETE AND THE GRASS HAS ESTABLISHED GROWTH,

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COMMENCEMENT OF CONSTRUCTION AND SHALL REMAIN IN PLACE AND BE MAINTAINED BY THE

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I. ALL SILT CONTROL AND EROSION PROTECTION DEVICES ARE TO BE IN PLACE PRIOR TO THE

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PIPES AND OPSD 802.030 OR 802.031 CLASS 'B' (GRANULAR 'A' BEDDING MATERIAL, GRANULAR 'A' OR SELECT NATIVE COVER

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C. MINIMUM COVER OVER WATERMAIN TO BE 1.7m. THE MINIMUM HORIZONTAL SEPARATION BETWEEN WATERMAIN AND SEWERS TO BE 2.5m.

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WHERE WATERMAIN CONFLICTS WITH SEWER PIPES, DEFLECT WATERMAIN HORIZONTALLY OR VERTICALLY WHILE PROVIDING A MINIMUM OF

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D. 1) WATERMAIN SHALL BE CONSTRUCTED WITH BEDDINGS AS PER OPSD 802.010 (GRANULAR 'A' EMBEDMENT MATERIAL) FOR FLEXIBLE

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%%U GENERAL NOTES - WATERMAIN

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L. SERVICE TAPPINGS SHALL BE PLACED AT A MINIMUM SEPARATION OF 1.0m AND A MINIMUM OF 0.6m FROM JOINTS. (ENDS OF PIPE)

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K. RISER PIPES ARE TO BE INSTALLED AS PER BSD-45 (REV. #1), AND REMOVED AS DIRECTED. SWABBING SCHEDULE TO BE SUPPLIED

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BY A CITY OF BARRIE FIELD REPRESENTATIVE.

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J. ALL WATER SERVICES SHALL BE MINIMUM 19mm TYPE 'K' COPPER UNLESS OTHERWISE APPROVED BY THE DIRECTOR OF ENGINEERING.

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F. CONCRETE THRUST BLOCKS ARE TO BE INSTALLED AT ALL TEES, BENDS, HYDRANTS, END OF MAINS AND CONNECTIONS 100mm

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H. NEW WATERMAINS TO BE PVC DR18 CL150, OR DUCTILE IRON CL52

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0.5m CLEARANCE BETWEEN WATERMAIN AND SEWERS. MAINTAIN MINIMUM DEPTH OF COVER AT ALL TIMES.

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MATERIAL) FOR RIGID PIPE UNLESS OTHERWISE APPROVED BY THE DIRECTOR OF ENGINEERING, OR * ALTERNATIVE

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AND LARGER AS PER OPSD 1103.010 AND 1103.020. RESTRAINING DEVICES MAY BE REQUIRED IN ADDITION TO STANDARD

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CONCRETE THRUST BLOCKING WHERE SOIL CONDITIONS WARRANT.

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G. RESTRAINING WILL BE REQUIRED ON ALL FIRE HYDRANTS

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WATER SERVICE SADDLES SHALL BE USED WHEN TAPPING INTO PVC WATERMAIN.

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E. 2) COPPER WATER MAINS AND SERVICES 19mm TO 50mm IN DIAMETER SHALL BE EMBEDDED IN SAND 100mm ABOVE AND BELOW

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TO CONFORM TO OPSS 1004.05.05.

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NON-COMPRESSIBLE BACK FILL WILL BE USED DURING REBUILDING, ADJUSTING, OR ANY OTHER APPLICABLE CATCH BASIN OR MAINTENANCE HOLE WORKS.

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MORTAR IS USED FOR LEVELING OF PRECAST UNITS ONLY. THE THICKNESS OF MORTAR WILL BE 10mm TO FILL ALL VOIDS CREATED BY IRREGULARITIES IN THE PRECAST UNITS TO ENSURE AN EVEN SURFACE ONLY.

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ADJUSTMENT UNITS AND JOINTS WILL BE SEALED AND OR PARGED IN COMPLIANCE WITH MANUFACTURERS SPECIFICATIONS AND GUIDELINES.

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ADJUSTMENT UNITS MUST BE CERTIFIED TO MEET ALL PERTINENT OPS, CSA, ASTM AND MTO-DSM LIST, OR OTHER INDUSTRY GUIDELINES FOR MATERIALS, PERFORMANCE AND USE AS APPLICABLE.

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GRADE AND CROSS FALL ADJUSTMENT OF MAINTENANCE HOLE AND CATCH BASIN FRAMES WILL BE MADE USING PRODUCTS SPECIFICALLY MANUFACTURED FOR THAT PURPOSE. THE TOP ADJUSTMENT UNIT OF ALL CATCH BASIN AND MAINTENANCE HOLES SHALL BE RUBBER.

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NATIVE SUBGRADE TO BE COMPACTED TO MINIMUM 95% STANDARD PROCTOR MAXIMUM DRY DENSITY AND SHALL BE PROOF ROLLED.

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NATIVE SUBGRADE SHALL HAVE A CROSSFALL OF 3% AND THE MATERIAL SHALL BE APPROVED BY A SOILS CONSULTANT AND IS SUBJECT TO APPROVAL BY THE DIRECTOR OF ENGINEERING.

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SIDEWALKS TO COMPLY WITH OPSD-310.010 AND ARE TO BE 1.5 METRES WIDE. MINIMUM THICKNESS AS FOLLOWS :

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A. CONTRACTOR SHALL INFORM THE CITY OF BARRIE ENGINEERING DEPARTMENT A MINIMUM OF 48 HOURS IN ADVANCE OF THEIR INTENTIONS TO WORK.

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B. OPERATION OF FIRE HYDRANTS AND VALVES ON POTABLE WATER BY OTHER THAN ENGINEERING DEPARTMENT IS PROHIBITED BY BY-LAW 1-88 AS AMENDED BY BY-LAW 99-290. THE CITY WILL SWAB, PRESSURE TEST, CHLORINATE AND FLUSH ALL NEW WATERMAINS.

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* ALTERNATIVE EMBEDMENT MATERIAL - SAND MEETING GRADATION REQUIREMENTS OF OPS 1004.05.05 COMPACTED TO 95% PROCTOR DENSITY. GEOTECHNICAL CERTIFICATION OF MATERIAL AND COMPACTION TESTING MUST BE PROVIDED EVERY 150 METRES. THE COMPACTION TESTING MUST INCLUDE THE ENTIRE EMBEDMENT ENVELOPE (HAUNCHES, BEDDING AND TOP OF PIPE).

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I. TRACING WIRE (#12 TWU STRANDED COPPER) TO BE INSTALLED ON THE TOTAL LENGTH OF ALL NON-METALLIC WATERMAIN AND BROUGHT UP AT EACH HYDRANT AND CONNECTED TO FLANGE BOLT.

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J. ALL EXISTING WELLS AND/OR BOREHOLES EQUIPPED WITH PEIZOMETERS ARE TO BE DECOMMISIONED

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AS PER M.O.E GUIDELINES AND PRACTICES. (O.REG 903)

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K. SIDEWALKS TO COMPLY WITH OPSD 310.010 AND ARE TO BE 1.5m WIDE. MINIMUM THICKNESS AS FOLLOWS: - RESIDENTIAL DRIVEWAY, 150mm - COMMERCIAL DRIVEWAY, 200mm (REINFORCEMENT AS PER OPSS IF REQUIRED) - WHEN NO DRIVEWAY IS PRESENT, 125mm L. SIDEWALKS TO BE CONSTRUCTED ON 150mm GRANULAR "A" BEDDING UNLESS OTHERWISE SPECIFIED BY THE DIRECTOR OF PUBLIC WORKS. M. CONCRETE BUS SHALL BE 200mm OF CONCRETE AND CONSTRUCTED ON 150mm GRANULAR "A" BEDDING

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600x600mm

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PRECAST CONCRETE CATCH BASIN

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B

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A

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PLAN

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SECTION B-B

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SECTION A-A

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NOTES:

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2 200mm diameter knockout to accommodate

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subdrain. Knockout shall be 60mm deep.

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1 Outlet hole size 525mm diameter maximum,

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A Centre reinforcing in base slab and walls

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%%p20mm.

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B Granular backfill shall be placed to

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a minimum thickness of 300mm all

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WWR

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185mm /m

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each way

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2

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150mm

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overlap, Typ

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600

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830

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115

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115

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Varies

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250

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Note 2

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150mm overlap

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600mm sump

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150

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150mm overlap

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115

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115

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830

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600

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2

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each way

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185mm /m

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WWR

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Granular

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C Frame, grate, and adjustment units shall

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be installed according to OPSD 704.010.

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location as required.

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C

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B

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A

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See Alternate Standard Heights Table

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F All dimensions are in millimetres

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unless otherwise shown.

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bedding

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Outlet hole

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Note 1

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Knockout

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Typ

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Note 2

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ALTERNATE STANDARD

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HEIGHTS

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E All dimensions are nominal.

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300mm

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all sides

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D Pipe support shall be according to OPSD 708.020.

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Typ

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around the catch basin.

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1680mm standard height

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A

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B

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Typ

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Typ

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ALTERNATE

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DIMENSION

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1980

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1830

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1520

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1380

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D

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R300

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ONTARIO PROVINCIAL STANDARD DRAWING

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OPSD 705.010

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Rev

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2

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Nov 2009

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S

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L

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A

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I

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N

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D

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T

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S

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A

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I

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O

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P

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O

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S

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V

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R

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O

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-

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L

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A

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P

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I

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O

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N

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T

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A

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M

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N

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U

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I

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C

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I

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P

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R

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A

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R

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D

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C

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N

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B

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A

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20mm,

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13

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%%c535

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%%c573mm C/C, Typ

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45

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800

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R70mm

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Typ

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FRAME PLAN

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573mm C/C, Typ

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C

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C

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D

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22

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28

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28

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22

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28

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28

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COVER PLAN

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64

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49

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%%c613

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114

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114

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287

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216

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%%c624

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67

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SECTION C-C

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%%c578

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%%c624

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%%c632

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%%c676

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%%c575

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%%c667

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49

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19

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78

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124

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146

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22

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6

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SECTION A-A

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2mm rubber

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gasket

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3mm rubber washer

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4-16mm dia x 57mm long

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stainless steel hex bolts

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SECTION B-B

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NOTE:

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A All dimensions are in millimetres unless otherwise shown.

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B

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handle cast

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25

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64

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in cover

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16

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13mm dia bar

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HOLE DETAIL

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BAR HANDLE

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DETAIL

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See Bar Handle

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Detail

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See Hole Detail

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38mm dia x

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14mm deep

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%%c18

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R19

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CAST IRON, SQUARE FRAME WITH

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CIRCULAR WATERTIGHT COVER

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FOR MAINTENANCE HOLES

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R

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E

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G

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N

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A

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D

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24

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D

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A

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800

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6

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Typ

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Typ

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SECTION D-D

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R44

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25

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16

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16.5

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16.5

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R46

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25

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Hoisting hook rib,

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Typ, OPSD 400.001

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OPSD 401.030

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Rev

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2

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Nov 2007

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S

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L

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A

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I

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N

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D

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T

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S

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A

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I

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O

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P

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O

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S

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V

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R

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O

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-

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L

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A

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P

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I

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O

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N

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T

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A

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M

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N

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U

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I

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C

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I

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P

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R

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A

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R

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D

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C

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N

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NOTES:

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A PRECAST SLAB BASE

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%%c1200

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150

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150

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275

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300

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inlet and outlet openings to suit

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Bottom riser section with

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Riser sections

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%%c1200

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Granular bedding

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PRECAST CONCRETE

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1200mm DIAMETER

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Tapered top

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See alternative C

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Monolithic base with inlet

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and outlet openings to suit

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See alternatives A and B

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Riser

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section

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B CAST-IN-PLACE BASE

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C PRECAST FLAT CAP

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as required

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bedding

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Granular

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bedding

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Granular

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300mm max

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Typ

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Granular

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bedding

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SUMP DETAIL

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300mm, Typ

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Flat cap

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1 The sump is measured from the lowest invert.

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A Granular backfill shall be placed to a minimum

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thickness of 300mm all around the

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maintenance hole.

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B Precast concrete components shall be according

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to OPSD 701.030, 701.031, and 701.032.

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C Structure exceeding 5.0m in depth shall include

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safety platform according to OPSD 404.020.

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D Pipe support shall be according to OPSD 708.020.

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E For benching and pipe opening details,

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see OPSD 701.021.

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G All dimensions are nominal.

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H All dimensions are in millimetres

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Steel reinforcement

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as specified

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%%c1200

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%%c1200

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section

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Riser

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as specified

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MAINTENANCE HOLE

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300

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Bench or sump

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Bench or

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sump as

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specified

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specified

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sump as

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Bench or

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300mm

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Note 1

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ALTERNATIVES

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see OPSD 704.010.

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F For adjustment unit and frame installation,

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OPSD 701.010

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Rev

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4

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Nov 2009

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S

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A

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D

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C

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N

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A Concrete for benching shall be 30MPa.

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B Benching shall be given wood float finish, channel shall be given steel trowel finish.

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F All dimensions are in millimetres unless otherwise shown.

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1. Right angle bend

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2. Tee connection

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3. Three way junction

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4. Four way junction

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5. Straight through 6. Dead end

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7. Wye connection

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8. 45%%d bend

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Section

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MAXIMUM SIZE HOLE IN THE WALL IN PRECAST RISER SECTIONS

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1200

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1500

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1800

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2400

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No.7

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700

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860

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1220

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1485

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860

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1220

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1485

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2020

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780

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960

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1220

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1760

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700

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860

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1220

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1485

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860

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1170

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1485

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2020

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230

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D max

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D/2 min

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E All dimensions are nominal.

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Maintenance

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Hole Diameter

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No. 1-4

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No. 5 and 6

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No. 8

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Inlet Hole

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Outlet Hole

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MAINTENANCE HOLE BENCHING

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AND PIPE OPENING ALTERNATIVES

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50mm

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min

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3600

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3000

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1930

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2195

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2450

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3085

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2300

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2730

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1930

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2195

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2450

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3085

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Note 1

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D

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C Benching slope and height shall be as specified.

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D When specified, maintenance holes that are 1200mm in diameter with a uniform channel for 200 or 250mm pipe

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may be prebenched at the manufacturer with standardized benching slope and channel orientation.

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1 Slopes shall be maintained from the outlet hole opening for top of benching.

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OPSD 701.021

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Rev

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3

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Nov 2009

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D

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C

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N

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4H:1V max

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8H:1V min

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CONCRETE BARRIER CURB

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NOTES:

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1 Where sidewalk is continuously adjacent, reduce the

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dropped curb at entrances to 75mm.

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2 For slipforming procedure, a 5% batter is acceptable.

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A Treatment at entrances shall be according to OPSD 351.010.

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B Outlet treatment shall be according to the OPSD 610 Series.

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C The transition from one curb type to another shall be

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a minimum length of 3.0m, except in conjunction with guide rail

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where it shall be according to the OPSD 900 Series.

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D All dimensions are in millimetres unless otherwise shown.

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250

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50

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100mm

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Note 1

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400

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30

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150

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250

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150

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R5

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R50

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Note 2

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Finished road

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surface

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Thickness of

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sidewalk

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Dropped curb

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at entrances

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Additional width where sidewalk

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is adjacent to curb

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R5

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R25

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OPSD 600.110

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Rev

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1

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Nov 2006

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S

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NOTES:

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2 Centre reinforcing in adjustment

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unit %%p10mm.

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SECTION THROUGH

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TAPER TOP

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SECTION THROUGH

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FLAT CAP

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SECTION THROUGH

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CATCH BASIN

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Standard frame

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with grate

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Adjustment units for

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maintenance holes

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with round openings

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are in sections

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or continuous units.

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Taper top

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Flat cap

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Riser section

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Catch basin

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Adjustment units

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for catch basins

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with square

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openings are in

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sections or

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continuous units

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Curb with

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Pavement

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Frame to be

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set in a full

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mortar bed

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Typ

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Typ

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PRECAST CONCRETE ADJUSTMENT UNITS

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FOR MAINTENANCE HOLES, CATCH BASINS,

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Grate reference elevation

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Typ

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3 Round and square adjustment unit

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thicknesses: 50, 75,

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100, 150, and 300mm.

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Typ

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maximum of three

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Adjustment units:

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minimum of one

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gutter

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450mm

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maximum to

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first step

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Typ

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300mm

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Typ

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Curb with

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gutter

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1 If first step is in an adjustment unit,

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the adjustment unit shall be of the

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type manufactured with a step in place.

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Note 1

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Use butyl tape

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between units.

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Use butyl tape

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between units.

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2

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Maintenance hole step

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Reinforce each adjustment unit with a minimum of 1 wire

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with an end area of at least 15mm .

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Lap wire 150mm or butt weld.

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Note 1

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Note 2, Typ

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Note 3

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First adjustment unit to be set full mortar bed, Typ

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AND VALVE CHAMBERS

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Pavement

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frame with grate or cover

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Round or square

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Note 3

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A Adjustment units shall not extend beyond the outside edge of the structure.

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B All dimensions are in millimetres unless otherwise shown.

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Rev

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2

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OPSD 704.010

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Nov 2009

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S

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A

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I

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N

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D

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R

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D

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C

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N

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Subgrade

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1

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1

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Backfill material

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300mm min

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Bedding grade

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For pipe culvert frost treatment

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Note 3

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EXCAVATION

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PIPE IN SUPPORTED

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D

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support system

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3 Pipe culvert frost treatment shall be according to OPSD 803.030

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4 Condition of excavation is symmetrical about centreline of pipe.

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C All dimensions are in metres

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A Granular material placed in the haunch area shall be compacted

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prior to placing and compacting the remainder of the embedment

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150mm

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1200mm

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max

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Typ

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Note 4, Typ

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0.5

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D

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Embedment, Typ

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2 The pipe bed shall be compacted and shaped to receive the bottom

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1.5

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EXCAVATION

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PIPE IN UNSUPPORTED

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300mm min

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1

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0.5

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D

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D

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1

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D

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Clearance

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mm

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500

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300

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CLEARANCE TABLE

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900 or less

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Inside Diameter

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Over 900

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Pipe

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mm

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D

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0.5

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D

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D

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Bedding grade

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1.5

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1

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1

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3

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B Soil types as defined in the Occupational Health and Safety Act and Regulations

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for Construction Projects.

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SOIL

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TYPE 4

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TYPE 3

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SOIL

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TYPE 1 OR 2

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SOIL

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PIPE IN SUPPORTED

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EXCAVATION

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PIPE IN UNSUPPORTED

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EXCAVATION

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Typ

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Clearance

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See table, Typ

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0.5

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min, Typ

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PIPE IN SUPPORTED

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EXCAVATION

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0.5

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0.5

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D

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0.5

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D

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of the pipe.

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material.

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treatment, Note 3

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For pipe culvert frost

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Backfill material

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1

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Note 2

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Note 2

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Note 2

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FLEXIBLE PIPE

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EMBEDMENT AND BACKFILL

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EARTH EXCAVATION

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- Inside diameter

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LEGEND:

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D

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NOTES:

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1 Height of fill is measured from the finished surface to top of pipe.

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and 803.031.

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Subgrade

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Finished surface

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Finished surface

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Finished surface

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Height of fill Note 1, Typ

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or temporary

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Permanent

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Rev

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2

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OPSD 802.010

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Nov 2010

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S

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L

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A

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I

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N

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D

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T

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S

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O

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I

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N

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T

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A

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N

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U

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D

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C

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N

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D.MAINTENANCE HOLE TOPS (FRAMES) AND CATCH BASIN (FRAMES) ARE TO BE SET MAINTENANCE HOLE TOPS (FRAMES) AND CATCH BASIN (FRAMES) ARE TO BE SET TO BASE COURSE ASPHALT GRADE AND THEN ADJUSTED TO FINAL GRADE WHEN THE TOP LIFT OF ASPHALT IS PLACED. ALL ADJUSTMENT WILL BE ACCORDANCE WITH BSD-N2.

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C.STORM SEWERS SHALL BE CONSTRUCTED WITH BEDDING AS PER OPSD-802.010 STORM SEWERS SHALL BE CONSTRUCTED WITH BEDDING AS PER OPSD-802.010 (GRAN. 'A' EMBEDMENT MATERIAL) FOR FLEXIBLE PIPES AND OPSD-802.030 OR 802.031 CLASS B (GRAN. 'A' BEDDING MATERIAL) FOR RIGID PIPE UNLESS OTHERWISE APPROVED BY THE DIRECTOR OF ENGINEERING.

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E.ALL CONNECTIONS TO THE STORM MAIN SHALL BE MADE WITH A STORM ALL CONNECTIONS TO THE STORM MAIN SHALL BE MADE WITH A STORM MANHOLE OR APPROVED FACTORY TEE CONNECTION AS PER OPSD-708.01 OR 708.03.

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F.PIPE MATERIAL TO BE REINFORCED CONCRETE WITH A MINIMUM STRENGTH OF 50 PIPE MATERIAL TO BE REINFORCED CONCRETE WITH A MINIMUM STRENGTH OF 50 N/m/mm CERTIFIED TO C.S.A. STANDARD A247.2-1982, CLASS 50-D (PREVIOUSLY C.S.A. STANDARD A257.2-1974, CLASS II) OR PVC CERTIFIED TO C.S.A. STANDARDS 182.2 AND 182.4.

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G.STORM SEWER TO BE MINIMUM 300mm DIAMETER WITH JOINTS CONFORMING STORM SEWER TO BE MINIMUM 300mm DIAMETER WITH JOINTS CONFORMING TO C.S.A. STANDARD A257.3. UNLESS OTHERWISE SPECIFIED.

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H.ALL PIPE BEDDING MUST CONFORM TO OPSD, MAXIMUM COVER TABLE. NO FLEXIBLE ALL PIPE BEDDING MUST CONFORM TO OPSD, MAXIMUM COVER TABLE. NO FLEXIBLE PIPE SEWERS WILL BE INSTALLED WITH A DEPTH OF COVER GREATER THAN 6 METRES UNLESS SPECIFICALLY APPROVED BY THE DIRECTOR OF ENGINEERING.

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I.ALL PIPE HANDLING INSTALLATIONS MUST BE IN STRICT COMPLIANCE WITH ALL PIPE HANDLING INSTALLATIONS MUST BE IN STRICT COMPLIANCE WITH MANUFACTURES INSTALLATION GUIDES AND THE O.C.P.A. OR UNIBELL GUIDELINES.

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B.PLACE ALL CATCH BASIN LATERALS AT 2% GRADE UNLESS OTHERWISE PLACE ALL CATCH BASIN LATERALS AT 2% GRADE UNLESS OTHERWISE NOTED. PIPE SIZE MINIMUM 250mm DIA. SINGLE , 300mm DIA. DOUBLE.

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A.STORM SEWER TO BE PROVIDED ON ALL ROADS WITH CURB AND GUTTER.STORM SEWER TO BE PROVIDED ON ALL ROADS WITH CURB AND GUTTER.

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4

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1.

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REVISED AS PER COMMENTS

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10/02/19

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PCO

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2.

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PCO

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04/21/20

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3.

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MINOR REVISIONS/RESUBMISSION

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PCO

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04/07/21

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4.

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JPE

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09/08/21

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REVISED AS PER CITY OF BARRIE COMMENTS


PEARSON

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GEORGIAN DRIVE

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CENTRELINE OF ROAD

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CENTRELINE OF ROAD

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CENTRELINE OF ROAD

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OVERHEAD UTILITY LINES

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CONCRETE

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STAIRS

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EX. EOP

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2-STOREY

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BRICK

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HOUSE

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# 286

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SAL08205

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EX. SAN MH SAL08204

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EX. RESIDENTIAL BUILDING

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EX. BUILDING

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O.H DOOR

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EX. SIDEWALK

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EX. SIDEWALK

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EX. SIDEWALK

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EX. EOP

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EX. EOP

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EX. EOP

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PROPOSED DEVELOPMENT LIMIT

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EX. EOP

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EX. EOP

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EX. EOP

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EX. EOP

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EX. EOP

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EX. EOP

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EX. EOP

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HP

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BUILDING ELEVATIONS GROUND FLOOR: 268.05 268.05 LEVEL 1: 264.80 264.80 LEVEL P1: 261.85 261.85 LEVEL P1-A: 258.90258.90

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EX. ASPHALT PARKING LOT

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EX. CONCRETE SIDEWALK

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EX.CB

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G

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T

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EX. ASPHALT LANEWAY

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PAD: 265.15

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PAD:258.70

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PROPOSED RETAINING WALL C/W FENCING AS PER LANDSCAPE PLANS

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H&V

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5R

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TREE PRESERVATION FENCE/SETBACK LIMIT

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FIFTH FLOOR GREEN ROOF AREA (528 SQ.M)

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GRADING WITHIN BUILDING FOOTPRINT TO BE VERIFIED AND COMPLETED BY ARCHITECT

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GRADING WITHIN BUILDING FOOTPRINT TO BE VERIFIED AND COMPLETED BY ARCHITECT

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LIMIT OF UNDERGROUND PARKING. PARKING STRUCTURE TO BE UTILIZED AS RETAINING WALL

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LIMIT OF ROOF COVERED AREA

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PROP. HEADWALL INV. 256.00

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PROP. TOWNHOUSE

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PROP. TOWNHOUSE

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PROP. TOWNHOUSE

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PROP. TOWNHOUSE

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PROP. TOWNHOUSE

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LIMIT OF UNDERGROUND PARKING

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T/W 265.30 B/W 261.16

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T/W 265.30 B/W 262.12

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T/W 258.60 B/W 255.96

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T/W 258.54 B/W 256.99

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T/W 258.53 B/W 256.94

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EX. ASPHALT

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FUTURE 3.85m ROAD WIDENING

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PROPOSED TREELINE

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PROPOSED TREELINE

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1.5m MAINTENANCE ACCESS PATH

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MIN. 100mm CLEARRIVER STONE 150mm THICK W/FILTER FABRIC

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STORMWATER QUANTITY AND DISPERSION CONTROL IMPERMEABLE LINED C/W TOPSOIL & VEGETATION REFER TO LANDSCAPE PLANS FOR PLANTING SCHEDULE

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PROPOSED 40.0m OVERFLOW WEIR C/W CABLE MATTING ELEV. 255.80

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CC G2 CABLE MATTING TO BACK FILLED WITH TOPSOIL AND VEGETATED. UNDERLYING SOIL TO BE LOW PERMEABILITY AND RESISTANT TO EROSION. GEO-TECHNICAL ENGINEER TO REVIEW SUB GRADE PRIOR TO INSTALLATION

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SECTION A-A (SEE DETAIL ON SS-1)

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STORM WATER STORAGE OF 70 CU.M TO BE INSTALLED IN BUILDING BELOW PARKING LEVEL 2 SLAB SEE SECTION A-A FOR DETAILS

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STORMWATER FLOWS TO BE ROUTED WITHIN BUILDING. (BY OTHERS)

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EX.DWY

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EX. RESIDENTIAL

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DIRECT AS SHEET FLOW

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PROP. 150mm RIPRAP 300mm DEEP

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4R

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4R

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4R

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4R

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4R

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HP

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HP

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LP

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PROP. PLANTER

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PROP. PLANTER

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PROP. PLANTER

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PROP. PLANTER

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O.H DOOR

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PROP. REMOVABLE BOLLARDS (5X)

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LITTLE LAKE DRIVE

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QUARRY RIDGE

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LITTLE LAKE

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HIGHWAY 400

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GEORGIAN DRIVE

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DUNSMORE LINE

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GALLIE COURT

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JOHNSON STREET

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GEORGIAN COLLEGE

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GEORGIAN DRIVE

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CHELTENHAM ROAD

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N

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NO.

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REVISION NOTE

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DATE

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BY

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PROJECT #

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DRAWING #

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18037

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SG-1

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DESIGNED BY

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DRAWN BY

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CHECKED BY

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HORIZ SCALE

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VERT SCALE

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DATE

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PCO

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MKRW

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GMP

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1:250

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SEPTEMBER 2018

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SITE GRADING PLAN

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SITE BENCHMARK:

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LOCATED AT TOP OF HYDRANT SPINDLE ON THE SOUTH SIDE OF GEORGIAN DRIVE, SOUTH EAST OF SITE. ELEV. 267.46m SURVEY: : TOPOGRAPHIC SURVEY COMPLETED BY RUDY MAK SURVEYING LTD. AND ISSUED ON AUGUST 1, 2014.

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CONTROL MONUMENTS: HORIZONTAL 00119713803 - SOUTHWEST CORNER OF GEORGIAN DR & PENETANGUISHENE RD. EASTING 607787.028 NORTHING 4918904.790 00119713804 - SOUTH SIDE OF GEORGIAN DR. ~110m WEST OF LARKIN DR. EASTING 607477.286 NORTHING 4918937.253 VERTICAL 03120030002 - CAP - EASTING 606202 NORTHING 4918802 RVH HELIPORT AT WEST ENTRANCE. ELEV: 260.583 ELEV: 260.583 00820038068 - CAP - EASTING 606084, NORTHING 4918831 N.SIDE OF GEORGIAN DR. ~105m EAST OF GOVERNORS DR. ELEV: 258.425

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N

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STORM MAINTENANCE HOLE

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FIRE HYDRANT

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SERVICE CAP

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SAN MAINTENANCE HOLE

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DOUBLE CATCH BASIN

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CATCH BASIN MAINTENANCE HOLE

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PROPOSED ELEVATION

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PROPOSED GRADE

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%%uLEGEND

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EXISTING ELEVATION

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DOUBLE CATCH BASIN MAINTENANCE HOLE

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CATCH BASIN

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386.96

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386.96

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VB

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CS

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CURB STOP

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HYDRO POLE

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H.P.

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WATER VALVE

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BELL PEDESTAL

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HYDRO TRANSFORMER

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LIGHT STANDARD

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LS

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M

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WATER METER

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BARRIER CURB

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2%

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GENERATOR PAD

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G

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TRANSFORMER PAD

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T

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PROP. DEVELOPMENT LIMIT

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KEYMAP

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4

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1.

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10/02/19

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PCO

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2.

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PCO

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04/21/20

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3.

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PCO

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04/07/21

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4.

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JPE

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09/08/21

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PEARSON

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GEORGIAN DRIVE

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CENTRELINE OF ROAD

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CENTRELINE OF ROAD

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CENTRELINE OF ROAD

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CONCRETE

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STAIRS

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EX. EOP

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2-STOREY

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BRICK

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HOUSE

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# 286

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SAL08205

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EX. SAN MH SAL08204

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110.9m - 250mm - SAN SEWER @ 0.36%

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101.4m - 250mm - SAN SEWER @ 0.37%

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40.5m - 250mm - SAN SEWER @ 1.00%

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EX. 88.5m - 375mm STORM SEWER @ 0.38%

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EX. H&V

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E INV. 261.08 W INV. 261.10

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E INV. 261.48 W INV. 261.55

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EX. 300mm WATERMAIN

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MAIN STOP OFF

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EX. 13.5m - 250mm STORM LEAD @ 2.0%

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O.H DOOR

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EX. SIDEWALK

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EX. SIDEWALK

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EX. SIDEWALK

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EX. EOP

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EX. EOP

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EX. EOP

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100mm WATERMAIN

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200mm FIRE SERVICE

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CONNECT TO EX. W/M WITH 300mmX200mm TAPPING SLEEVE

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EX. EOP

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EX. EOP

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EX. EOP

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EX. EOP

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EX. EOP

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HP

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EX. STM MH W INV. 265.35

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EX. DCB S INV. 265.85

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EX. DCB N INV. 265.57

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EX. 300mm WATERMAIN

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EX.CB

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EX.BOLLARDS

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G

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T

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EX. ASPHALT LANEWAY

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PAD: 265.15

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PAD:258.70

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150x200mm TEE

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H&V

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CONNECT TO EX. W/M WITH 300mmX100mm TAPPING SLEEVE

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VB

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VB

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5R

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PROP. 150mm F/S

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PROP. TOWNHOUSE

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PROP. TOWNHOUSE

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PROP. TOWNHOUSE

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PROP. TOWNHOUSE

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PROP. TOWNHOUSE

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EX. ASPHALT

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BREAK INTO EXISTING MANHOLE AND REBENCH AS NECESSARY

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N INV. 261.23

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PROPOSED TREELINE

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PROPOSED TREELINE

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SECTION A-A (SEE DETAIL ON SS-1)

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VB

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EX. WATER SERVICES TO BE DECOMMISSIONED AS PER BARRIE STANDARDS

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EX. WATER SERVICES TO BE DECOMMISSIONED AS PER BARRIE STANDARDS

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PRIVATE HYDRANT TO BE PAINTED RED AND AS PER BSD-507

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EX.DWY

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ALL ROOF DRAINS ARE TO BE DIRECTED TO THE INTERNAL STORMWATER STORAGE TANKS. REFER TO ARCHITECTURAL/MECHANICAL DRAWINGS FOR DETAILS.

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EX. RESIDENTIAL

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4R

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4R

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4R

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4R

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4R

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HP

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HP

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LP

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PROP. PLANTER

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PROP. PLANTER

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PROP. PLANTER

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PROP. PLANTER

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O.H DOOR

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HEADWALL AS PER OPSD 804.030 C/W ENDWALL GRATING AS PER OPSD 804.050 & RODENT PROTECTION CAP INV. 256.00

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PROP. DISPERSION BASIN TO HAVE A NILEX 40mm HDPE IMPERMEABLE LINER INSTALLED A MIN. 0.30m BELOW TOPSOIL BASE

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LEVEL P1-A

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LEVEL P1

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MATCH INTO EXISTING GRADE AT 3:1 SLOPE

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4:1

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EX. GRADE

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DISCHARGE BASINS TO BE 0.15m DEEP C/W 0.30m WIDE X 40.8m LONG WEIR

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STORMWATER STORAGE TANK 70 CU.M

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FOOTING DEPTH TO BE DETERMINED BY OTHERS

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SLAB THICKNESS DETERMINED BY ARCHITECTURALS. DISCREPANCIES TO BE REPORTED TO ENGINEER PRIOR TO CONSTRUCTION

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150mm TO300mm REDUCER

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10.4m - 300mm STM @ 6.30%

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1.0m - 150mm ORIFICE TUBE

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REFER TO ARCHITECTURAL DRAWINGS FOR STORM WATER STORAGE TANK DETAILS

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200mm ORIFICE TUBE

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PROP. 11.5° BEND

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300mm X200mm REDUCER TEE

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200mm RISER TO BERESTRAINED AGAINST STORAGE TANK WALL

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1.0mX1.0m CONCRETE PIPE SUPPORT BLOCK

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300mm OVERFLOW PIPE C/W RODENT PROTECTION CAP

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WATER STORAGE FOR IRRIGATION

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PROP. 150mm RIPRAP 300mm DEEP c/w FILTER FABRIC

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PROP. 150mm RIPRAP 300mm DEEP c/w FILTER FABRIC

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LITTLE LAKE DRIVE

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QUARRY RIDGE

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LITTLE LAKE

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HIGHWAY 400

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GEORGIAN DRIVE

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DUNSMORE LINE

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GALLIE COURT

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JOHNSON STREET

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GEORGIAN COLLEGE

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GEORGIAN DRIVE

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CHELTENHAM ROAD

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N

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NO.

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REVISION NOTE

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DATE

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BY

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PROJECT #

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DRAWING #

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REVISION #

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18037

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SS-1

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DESIGNED BY

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DRAWN BY

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CHECKED BY

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HORIZ SCALE

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VERT SCALE

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DATE

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PCO

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MKRW

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GMP

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1:250

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SEPTEMBER 2018

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SITE SERVICING PLAN

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SITE BENCHMARK:

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LOCATED AT TOP OF HYDRANT SPINDLE ON THE SOUTH SIDE OF GEORGIAN DRIVE, SOUTH EAST OF SITE. ELEV. 267.46m SURVEY: : TOPOGRAPHIC SURVEY COMPLETED BY RUDY MAK SURVEYING LTD. AND ISSUED ON AUGUST 1, 2014.

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N

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FIRE HYDRANT

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SERVICE CAP

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DOUBLE CATCH BASIN

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PROPOSED ELEVATION

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PROPOSED GRADE

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%%uLEGEND

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EXISTING ELEVATION

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CATCH BASIN

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386.96

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386.96

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VB

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CS

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CURB STOP

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HYDRO POLE

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H.P.

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WATER VALVE

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BELL PEDESTAL

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HYDRO TRANSFORMER

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LIGHT STANDARD

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LS

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M

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WATER METER

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BARRIER CURB

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2%

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GENERATOR PAD

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G

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TRANSFORMER PAD

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T

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SECTION A - A HORIZONTAL SCALE: 1:250 VERTICAL SCALE: 1:50

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KEYMAP

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4

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1.

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10/02/19

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PCO

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2.

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PCO

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04/21/20

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3.

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PCO

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04/07/21

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4.

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JPE

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09/08/21

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PEARSON

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GEORGIAN DRIVE

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CENTRELINE OF ROAD

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CENTRELINE OF ROAD

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CENTRELINE OF ROAD

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CONCRETE

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STAIRS

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CURB CUT

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EX. EOP

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2-STOREY

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BRICK

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HOUSE

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BRICK

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PILLARS

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WITH

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LIGHTS

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CONCRETE

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PAD

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CENTRELINE OF ROAD

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# 286

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TOE OF SLOPE

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SAL08205

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EX. SAN MH SAL08204

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S. INV 264.89

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EX.CB

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EX. CROSSWALK

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EX. BUILDING

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EX. BUILDING

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EX. BUILDING

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EX. SIDEWALK

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EX. SIDEWALK

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EX. SIDEWALK

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EX. EOP

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EX. EOP

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EX. EOP

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EX. EOP

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EX. EOP

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HP

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EX.CB

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EX.BOLLARDS

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EX. ASPHALT LANEWAY

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F.F.

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F.F.

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BALCONY

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DECK

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POOL

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CONCRETE PAD

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SHED

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F.F.

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HOT

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TUB

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DECK

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SHED

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F.F.

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F.F.

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F.F.

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PILLARS

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OVERHANG

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DECK

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2ND FLOOR

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DECK

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F.F.

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F.F.

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PILLARS

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1 1/2-STOREY

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WOOD

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WOOD

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VINYL SIDED

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HOUSE

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1 1/2-STOREY

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BRICK SIDED

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HOUSE

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1 1/2-STOREY

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BRICK SIDED

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HOUSE

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# 290

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# 294

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# 302

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PATIO

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F.F.

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CONCRETE PAD

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OVERHANG

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2 1/2-STOREY

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WOOD SIDED

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HOUSE

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# 298

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1

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0.76 ha

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0.33

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EX. ASPHALT

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EXISTING TREELINE

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EX.

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EX.

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EX.

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EX.

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EX.DWY

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EX. RESIDENTIAL

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HP

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HP

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LP

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PROP. PLANTER

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PROP. PLANTER

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PROP. PLANTER

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PROP. PLANTER

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LITTLE LAKE DRIVE

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QUARRY RIDGE

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LITTLE LAKE

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HIGHWAY 400

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GEORGIAN DRIVE

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DUNSMORE LINE

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GALLIE COURT

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JOHNSON STREET

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GEORGIAN COLLEGE

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GEORGIAN DRIVE

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CHELTENHAM ROAD

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N

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NO.

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REVISION NOTE

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DATE

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BY

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PROJECT #

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DRAWING #

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REVISION #

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18037

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STM-1

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DESIGNED BY

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DRAWN BY

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CHECKED BY

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HORIZ SCALE

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VERT SCALE

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DATE

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PCO

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MKRW

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GMP

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1:250

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SEPTEMBER 2018

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PRE-DEVELOPMENT STORM DRAINAGE PLAN

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SITE BENCHMARK:

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LOCATED AT TOP OF HYDRANT SPINDLE ON THE SOUTH SIDE OF GEORGIAN DRIVE, ACROSS FROM SITE. ELEV. 267.46m SURVEY: : TOPOGRAPHIC SURVEY COMPLETED BY RUDY MAK SURVEYING LTD. AND ISSUED ON AUGUST 1, 2014.

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FIRE HYDRANT

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SERVICE CAP

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DOUBLE CATCH BASIN

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PROPOSED ELEVATION

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PROPOSED GRADE

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%%uLEGEND

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EXISTING ELEVATION

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CATCH BASIN

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386.96

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386.96

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VB

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CS

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CURB STOP

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HYDRO POLE

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H.P.

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WATER VALVE

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BELL PEDESTAL

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HYDRO TRANSFORMER

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LIGHT STANDARD

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LS

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M

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WATER METER

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BARRIER CURB

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2%

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OVERLAND FLOW DIRECTION

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1

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0.76 ha

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0.33

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RUNOFF COEFFICIENT

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AREA

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CATCHMENT AREA

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CATCHMENT BOUNDARY

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KEYMAP

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4

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1.

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10/02/19

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PCO

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2.

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PCO

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04/21/20

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3.

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PCO

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04/07/21

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4.

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JPE

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09/08/21

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PEARSON

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GEORGIAN DRIVE

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CENTRELINE OF ROAD

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B

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CENTRELINE OF ROAD

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CENTRELINE OF ROAD

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B

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BOARD FENCE

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CONCRETE

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STAIRS

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EX. EOP

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N83%%d30'25"W

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N6%%d33'20"E

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N6%%d33'20"E

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N6%%d33'20"E

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N6%%D33'20"E

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N6%%d33'20"E

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2-STOREY

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BRICK

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HOUSE

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# 286

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3

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EX.STM MH

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SAL08205

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EX. SAN MH SAL08204

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EX. H&V

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S. INV 264.89

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N. INV 264.91

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EX. H&V

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E INV. 263.48

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EX.CB

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EX.CB

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EX. BUILDING

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1

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0.43 ha

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0.85

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2

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0.22 ha

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0.14

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O.H DOOR

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EX. SIDEWALK

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EX. SIDEWALK

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EX. SIDEWALK

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EX. EOP

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EX. EOP

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EX. EOP

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EX. EOP

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EX. EOP

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EX. EOP

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EX. EOP

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EX. EOP

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EX. EOP

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EX. EOP

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HP

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EX.CB

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EX.BOLLARDS

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G

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T

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EX. ASPHALT LANEWAY

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PAD: 265.15

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PAD:258.70

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H&V

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3

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0.11 ha

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0.63

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5R

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PROP. TOWNHOUSE

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PROP. TOWNHOUSE

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PROP. TOWNHOUSE

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PROP. TOWNHOUSE

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PROP. TOWNHOUSE

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EX. ASPHALT

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PROPOSED TREELINE

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EX.DWY

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ALL ROOF DRAINS ARE TO BE DIRECTED TO THE INTERNAL STORMWATER STORAGE TANKS. REFER TO ARCHITECTURAL/MECHANICAL DRAWINGS FOR DETAILS.

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EX. RESIDENTIAL

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4R

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4R

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4R

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4R

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4R

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HP

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HP

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LP

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PROP. PLANTER

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PROP. PLANTER

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PROP. PLANTER

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PROP. PLANTER

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O.H DOOR

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LITTLE LAKE DRIVE

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QUARRY RIDGE

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LITTLE LAKE

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HIGHWAY 400

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GEORGIAN DRIVE

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DUNSMORE LINE

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GALLIE COURT

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JOHNSON STREET

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GEORGIAN COLLEGE

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GEORGIAN DRIVE

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CHELTENHAM ROAD

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NO.

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DATE

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BY

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18037

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STM-2

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DESIGNED BY

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DRAWN BY

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CHECKED BY

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HORIZ SCALE

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VERT SCALE

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DATE

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PCO

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MKRW

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GMP

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1:250

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SEPTEMBER 2018

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POST DEVELOPMENT STORM DRAINAGE PLAN

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SITE BENCHMARK:

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FIRE HYDRANT

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SERVICE CAP

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DOUBLE CATCH BASIN

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PROPOSED ELEVATION

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PROPOSED GRADE

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%%uLEGEND

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EXISTING ELEVATION

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CATCH BASIN

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386.96

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386.96

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VB

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CS

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CURB STOP

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HYDRO POLE

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H.P.

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WATER VALVE

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BELL PEDESTAL

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HYDRO TRANSFORMER

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LIGHT STANDARD

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LS

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M

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WATER METER

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BARRIER CURB

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1

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0.76 ha

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0.33

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RUNOFF COEFFICIENT

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AREA

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CATCHMENT AREA

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CATCHMENT BOUNDARY

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2%

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KEYMAP

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4

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1.

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10/02/19

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PCO

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2.

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PCO

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04/21/20

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3.

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PCO

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04/07/21

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4.

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JPE

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09/08/21

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BSD-23D


PEARSON

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GEORGIAN DRIVE

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CENTRELINE OF ROAD

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B

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CENTRELINE OF ROAD

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CENTRELINE OF ROAD

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B

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0.30MAPLE

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0.10MAPLE

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0.05MAPLE

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0.05MAPLE

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0.30

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BOARD FENCE

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1.70

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0.35

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APPLE

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0.50

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0.10

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0.30MAPLE

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0.40BIRCH

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0.30MAPLE

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0.25CEDAR

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GARDEN

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CONCRETE

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STAIRS

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0.15

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0.25CEDAR

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CURB CUT

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EX. EOP

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KING'S HIGHWAY NO. 400

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N83%%d30'25"W

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N6%%d33'20"E

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N6%%d33'20"E

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N6%%d33'20"E

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N6%%D33'20"E

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N6%%d33'20"E

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2-STOREY

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BRICK

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HOUSE

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BRICK

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PILLARS

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WITH

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LIGHTS

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EDGE OF BUSH

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0.50

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BUTTERNUT

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# 286

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TOE OF SLOPE

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TOE OF SLOPE

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TOE OF SLOPE

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#20

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#22

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#23

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#25

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#24

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#26

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236.30

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12000

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235.77

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12001

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234.85

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12002

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239.17

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EL

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239.41

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EL

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3

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EX.STM MH

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SAL08205

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EX. SAN MH SAL08204

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EX. H&V

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S. INV 264.89

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N. INV 264.91

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EX. H&V

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E INV. 263.48

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EX. CROSSWALK

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EX. SIDEWALK

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EX. SIDEWALK

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EX. SIDEWALK

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EX. EOP

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EX. EOP

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EX. EOP

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EX. EOP

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EX. EOP

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EX. EOP

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EX. EOP

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EX. EOP

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EX. EOP

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EX. EOP

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HP

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EX.CB

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EX. ASPHALT LANEWAY

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EX. CB

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DOUBLE SILT FENCE AND BALES TO BE INSTALLED AS PER LSRCA ESC-5

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REFER TO LANDSCAPING DRAWING FOR TREE REMOVAL AREA

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TREE PRESERVATION FENCE TO BE INSTALLED

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DOUBLE SILT FENCE AND BALES TO BE INSTALLED AS PER LSRCA ESC-5

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SHED

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WOOD

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VINYL SIDED

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HOUSE

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BRICK SIDED

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HOUSE

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WOOD SIDED

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HOUSE

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(TO BE REMOVED)

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(TO BE REMOVED)

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(TO BE REMOVED)

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(TO BE REMOVED)

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EX.DRIVEWAY (TO DRIVEWAY (TO BE REMOVED)

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EX. ASPHALT

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EXISTING TREELINE

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TO BE REMOVED

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FIRST 10.0m SHALL CONSIST OF 50mm CLEAR STONE

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REAR 20.0m SHALL CONSIST OF 150mm RIP RAP

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EX.DWY

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EX. RESIDENTIAL

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HP

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HP

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LP

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PROP. PLANTER

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PROP. PLANTER

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PROP. PLANTER

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PROP. PLANTER

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APPROXIMATE LOCATION OF EXISTING WELL

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LITTLE LAKE DRIVE

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QUARRY RIDGE

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LITTLE LAKE

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HIGHWAY 400

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GEORGIAN DRIVE

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DUNSMORE LINE

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GALLIE COURT

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JOHNSON STREET

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GEORGIAN COLLEGE

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GEORGIAN DRIVE

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CHELTENHAM ROAD

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N

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NO.

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DATE

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BY

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PROJECT #

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DRAWING #

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REVISION #

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18037

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EPR-1

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DESIGNED BY

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DRAWN BY

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CHECKED BY

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HORIZ SCALE

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VERT SCALE

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DATE

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PCO

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MKRW

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GMP

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1:250

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SEPTEMBER 2018

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EROSION PROTECTION AND REMOVALS PLAN

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SITE BENCHMARK:

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1. DISTURBED AREAS THAT HAVE FAILED TO HAVE STABLE GROUND COVER DISTURBED AREAS THAT HAVE FAILED TO HAVE STABLE GROUND COVER ESTABLISHED SHALL BE PROTECTED WITH A SILTATION CONTROL FENCE OR STRAW MULCH ETC. AND MAINTAINED BY THE CONTRACTOR UNTIL VEGETATION BECOMES ESTABLISHED IN THE SUBSEQUENT GROWING SEASON. 2. SILT FENCE SHALL BE PUT IN PLACE PRIOR TO AND MAINTAINED DURING ALL SILT FENCE SHALL BE PUT IN PLACE PRIOR TO AND MAINTAINED DURING ALL GRADING. SILT FENCE TO BE INSPECTED PRIOR TO COMMENCEMENT OF EARTH GRADING ACTIVITIES. SILT FENCE TO BE INSPECTED AND REPAIRED OR REPLACED IF DAMAGED AS DIRECTED BY THE SITE ADMINISTRATOR. SILT CONTROLS TO BE INSPECTED ON A REGULAR BASIS AND AFTER EVERY RAIN EVENT. INSTALLATION SHALL BE TO THE MANUFACTURER'S SUGGESTED SPECIFICATIONS. 3. THE CONTRACTOR SHALL BE PREPARED FOR UNEXPECTED CONDITIONS AND THE CONTRACTOR SHALL BE PREPARED FOR UNEXPECTED CONDITIONS AND ACCORDINGLY HAVE STOCKPILED MATERIALS ON SITE FOR NECESSARY REPAIRS AS A RESULT OF FAILED OR INADEQUATE CONTROL MEASURES. ALL SEDIMENT AND EROSION CONTROL MEASURES SHALL BE INSPECTED AT LEAST ONCE A WEEK, AND AFTER EVERY RAINFALL EVENT. 4. MUD MATS AT ALL LOCATIONS WHERE CONSTRUCTION TRAFFIC ENTERS OR LEAVES MUD MATS AT ALL LOCATIONS WHERE CONSTRUCTION TRAFFIC ENTERS OR LEAVES THE SITE SHALL BE USED. MUD MATS TO CONSIST OF 300mm MIN.100mm TO 200mm CLEAR STONE HAVING DIMENSIONS 5.0m WIDE X 15.0m LONG. 5. CONTRACTOR SHALL OBTAIN A CURRENT COPY AND BECOME FAMILIAR WITH OPSS CONTRACTOR SHALL OBTAIN A CURRENT COPY AND BECOME FAMILIAR WITH OPSS 577, CONSTRUCTION SPECIFICATION FOR TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES AS WELL AS ALL APPLICABLE MUNICIPAL STANDARDS. 6. THE CONTRACTOR MAY CONSIDER ALTERNATIVE SEDIMENT AND EROSION CONTROL THE CONTRACTOR MAY CONSIDER ALTERNATIVE SEDIMENT AND EROSION CONTROL MEASURES. SUCH MEASURES SHOULD BE PRESENTED IN WRITING FOR APPROVAL OF THE SITE ADMINISTRATOR AND MUST BE APPROVED IN WRITING BY THE MUNICIPALITY AND CONSERVATION AUTHORITY. 7. THE TOPS OF ALL FILTER FABRIC MUST BE A MINIMUM OF 1.0 METRES ABOVE THE THE TOPS OF ALL FILTER FABRIC MUST BE A MINIMUM OF 1.0 METRES ABOVE THE GROUND LEVEL AND ATTACHED TO THE FENCE WITH A CONTINUOUS STEEL WIRE. ALTERNATIVELY, THE FILTER FABRIC MUST BE FOLDED OVER THE TOP OF THE FENCE AND ATTACHED TO THE FENCE WITH WIRE LOOPED THROUGH THE FABRIC ON BOTH SIDES OF THE FENCE. FILTER FABRIC IS TO BE TERRAFIX 270R OR EQUIVALENT. 8. ALL DISTURBED GROUND LEFT INACTIVE SHALL BE STABILIZED BY SEEDING, ALL DISTURBED GROUND LEFT INACTIVE SHALL BE STABILIZED BY SEEDING, SODDING, MULCHING, OR COVERING OR OTHER EQUIVALENT CONTROL MEASURES. THIS PERIOD OF INACTIVITY SHALL BE AT THE DISCRETION OF THE CITY OF BARRIE MANAGER OF ENGINEERING BUT SHALL NOT EXCEED THIRTY DAYS OR SUCH LONGER PERIOD DEEMED ADVISABLE BY THE CITY OF BARRIE MANAGER OF ENGINEERING. 9. CONTRACTOR SHALL INSTALL AND MAINTAIN CATCHBASIN SEDIMENT BARRIERS THROUGHOUT THE SITE DURING ALL CONSTRUCTION ACTIVITIES IN ORDER TO TRAP SEDIMENT.

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1. ENGINEER TO BE NOTIFIED PRIOR TO INITIATION OF ANY ON SITE WORKS. ENGINEER TO BE NOTIFIED PRIOR TO INITIATION OF ANY ON SITE WORKS. 2. SILT FENCE AND TO BE INSTALLED PRIOR TO THE COMMENCEMENT OF ANY WORKS SILT FENCE AND TO BE INSTALLED PRIOR TO THE COMMENCEMENT OF ANY WORKS ANY WORKS ONSITE. 3. VEGETATION REMOVAL MAY COMMENCE AFTER ALL SILT FENCE IS INSTALLED AND VEGETATION REMOVAL MAY COMMENCE AFTER ALL SILT FENCE IS INSTALLED AND APPROVED BY THE ENGINEER. 4. COMMENCE WITH EARTH EXCAVATION AND SITE SERVICING (TO BE REMOVED FROM COMMENCE WITH EARTH EXCAVATION AND SITE SERVICING (TO BE REMOVED FROM SITE). 5. EROSION CONTROL MEASURES TO BE MAINTAINED AS DIRECTED BY THE ENGINEER EROSION CONTROL MEASURES TO BE MAINTAINED AS DIRECTED BY THE ENGINEER DURING THE CONSTRUCTION PERIOD. ADDITIONAL CONTROL MEASURES MAY BE REQUIRED AT THE DISCRETION OF THE ENGINEER. THE ENGINEER. 6. ALL DISTURBED GROUND LEFT INACTIVE FOR MORE THAN 30 DAYS SHALL BE ALL DISTURBED GROUND LEFT INACTIVE FOR MORE THAN 30 DAYS SHALL BE STABILIZED WITH SEED, SOD, MULCH OR OTHER ADEQUATE COVERING, AS INSTRUCTED BY THE ENGINEER.

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%%uSEQUENCE OF CONSTRUCTION

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%%UNOTES FOR SEDIMENT & EROSION CONTROL

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%%uSEQUENCE OF CONSTRUCTION

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R.G.N.

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ACCORDINGLY.

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CONTROL MEASURES' AND IS TO BE ADMINISTERED

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MAINTENANCE OF EROSION AND SEDIMENTATION

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THIS STANDARD IS TO BE IN ACCORDANCE WITH

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SCHEDULE "B" OF THE SITE ALTERATION

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BY-LAW, 'CODE FOR THE DESIGN AND

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NOTES:

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Purpose of Construction Mat is to minimize transportation of sediment onto roadways. Construction mat is to be installed as the first step in the site alteration process. Construction mats are required where paved roads are within 300 m of the site.

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1. 2. 3. 4.

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PROPERTY LINE

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Install Silt Fence to property line

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Silt Fence along edge of access road and property line

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Maintain or establish vegetative buffer beyond silt fence

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Install culvert as needed in existing ditches

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Existing Roadway

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0.1m to 0.2m quarry stone with appropriate geotextile base

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Areas Without Vegetation Areas Without Vegetation Dual Silt Fence along edge of access road and property line

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ENTRANCE MAT

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DATE:

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04.03.16

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SCALE:

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N.T.S

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APR'D:

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APR'D

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DATE

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DRAWN:

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A.S.C

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REVISION

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NO.

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CONSTRUCTION

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J.S.

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05.10.28

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1.

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N

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FIRE HYDRANT

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SERVICE CAP

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DOUBLE CATCH BASIN

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PROPOSED ELEVATION

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PROPOSED GRADE

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%%uLEGEND

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EXISTING ELEVATION

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CATCH BASIN

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386.96

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386.96

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VB

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CS

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CURB STOP

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HYDRO POLE

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H.P.

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WATER VALVE

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BELL PEDESTAL

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HYDRO TRANSFORMER

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LIGHT STANDARD

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LS

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M

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WATER METER

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BARRIER CURB

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2%

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SILT FENCE

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GEO-TEXTILE SHALL BE A 270R - NON-WOVEN FILTER FABRIC OR EQUIVALENT

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I HAVE REVIEWED THE PLANS FOR THE CONSTRUCTION OF THE GEORGIAN APPARTMENTS LOCATED AT 290, 294, 298 & LOCATED AT 290, 294, 298 & 290, 294, 298 & 302 GEORGIAN DRIVE AND HAVE PREPARED THIS PLAN TO AND HAVE PREPARED THIS PLAN TO INDICATE THE COMPATIBILITY OF THE PROPOSAL TO EXISTING ADJACENT PROPERTIES AND MUNICIPAL SERVICES. IT IS MY BELIEF THAT ADHERENCE TO THE PROPOSED GRADES AS SHOWN WILL PRODUCE ADEQUATE SURFACE DRAINAGE AND PROPER FACILITY OF MUNICIPAL SERVICES WITHOUT ANY DETRIMENTAL EFFECT TO THE EXISTING DRAINAGE PATTERNS OR ADJACENT PROPERTIES.

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KEYMAP

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4

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1.

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10/02/19

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PCO

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2.

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PCO

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04/21/20

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3.

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PCO

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04/07/21

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JPE

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09/08/21

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CONTRACTOR TO ENSURE THAT ANY EXISTING WELLS ON SITE ARE DECOMMISSIONED IN ACCORDANCE WITH O.REG 903. AND MINISTRY OF THE ENVIRONMENT, CONSERVATION AND PARKS CURRENT STANDARDS.

the georgian apartments 290, 294, 298, & 302 georgian drive

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